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1307 Rolling Hills Drive
Address: 1307 Rolling Hills Drive PREPARED 10/28/13, 9:49:21 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/28/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1307 ROLLING HILLS DR SUBDIV: CONTRACTOR : PHONE : OWNER KW HENDRICKSON INC PHONE : (360) 452-1709 PARCEL 06-30-01-7-9-0140-0000- APPL NUMBER: 13-00000335 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------- ------------------------------------------------- FFNL 01 10/23/13 KDD FIRE FINAL 10/23/13 AP October 23, 2013 4:50:35 PM kdubuc. Fire final October 23, 2013 4:53:47 PM kdubuc. Fire final. BL99 01 10/28/131 BLDG FINAL October 28, 2013 9:26:33 AM pbarthol. Ken 460-2625 Vy Key on meter side of garage PERMIT:: ME ------ M ---00---MECHANICAL-----------PERMIT-------------------------------- REQUESTED INSP DESCRIPTION �+ TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---— - -------- ME5 01 7/23/13 JLL MECHANICAL DUCTS 7/23/13 AP July 23, 2013 3:52:16 PM jlierly. c ..i y July 23, 2013 3:53:23 PM jlierly. C V ME99 01 10/28/13 JL I MECHANICAL FINAL VVV October 28, 2013 9:27:35 AM pbarthol. Ken 460-2625 Key on meter side of garage PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------— ----------------------------------- PL2 01 7/23/13 JLL PLUMBING ROUGH-IN 7/23/13 AP July 23, 2013 8:32:19 AM pbarthol. Tom 460-1240 July 23, 2013 3:53:23 PM jlierly. PL6 01 10/11/13 JLL PLUMBING WATER SUPPLY 10/14/13 AP October 11, 2013 8:15:47 AM pbarthol. Ken 460-2625 October 14, 2013 4:01:52 PM jlierly. PL99 01 10/28/13 JU PLUMBING FINAL October 28, 2013 9:27:47 AM pbarthol. Ken 460-2625 Key on meter side of garage ------------------------ ------------- COMMENTS AND NOTES -------------------------------------- PREPARED 11/07/13, 9:07:20 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 11/07/13 --------------- ------ ADDRESS . : 1307 ROLLING HILLS DR SUBDIV: CONTRACTOR : PHONE : OWNER KW HENDRICKSON INC PHONE : (360) 452-1709 PARCEL 06-30-01-7-9-0140-0000- APPL NUMBER: 13-00000335 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------------------------------------------------— ------- FFNL O1 10/23/13 KDD FIRE FINAL 10/23/13 AP October 23, 2013 4:50:35 PM kdubuc. Fire final October 23, 2013 4:53:47 PM kdubuc. Fire final. BL99 01 10/28/13 JLL BLDG FINAL 10/28/13 DA October 28, 2013 9:26:33 AM pbarthol. Ken 460-2625 Key on meter side of garage October 28, 2013 4:27:54 PM jlierly. Insulation cert / blower door test cert/ Electrical final/jll PW99 01 10/28/13 RV PUBLIC WORKS FINAL 10/28/13 AP October 28, 2013 1:54:58 PM rvess. October 28, 2013 1:55:20 PM rvess. BL99 02 11/07/13 BLDG FINAL Vk November 6, 2013 11:17:06 AM jlierly. jim --------------------- ------------ COMMENTS AND NOTES -------------------------------------- City of Pori Angeles Correction Notice Building Division Job Located at ��� t t < < S inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: �,.1 �, ►� A)A- These corrections must be made and are not to be covered until reinspection is made. When corrections have been made, please call 360-417-4815 for inspection. ' D5 Date �n (1� � � �� ! _ Inspector for Building Division DO NOT REMOVE THIS TAG r PREPARED 6/10/13, 9:36:37 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 6/10/13 ----------—------—----—---------——------------------------------------------------------- ADDRESS . : 1307 ROLLING HILLS DR SUBDIV: CONTRACTOR : PHONE : OWNER KW HENDRICKSON INC PHONE : (360) 452-1709 PARCEL 06-30-01-7-9-0140-0000- APPL NUMBER: 13-00000335 RES NEW SFR ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------—------------------- --------------------------------------------------- BL1 01 5/22/13 JLL BLDG FOUNDATION FOOTING 5/22/13 AP May 22, 2013 9:19:11 AM jlierly. 253-377-0453 george May 22, 2013 4:51:07 PM jlierly. BL2 01 5/23/13 JLL BLDG FOUNDATION STEM WALL 5/23/13 AP May 23, 2013 8:49:26 AM permits. George 253-377-0453 May 23, 2013 4:43:13 PM jlierly. EFF O1 6/10/13 BLDG FLOOR FRAMING June 10, 2013 8:20:35 AM pbarthol. Jeff 460-7615 -------------------------------------- COMMENTS AND NOTES City of PortAngeles Correction Notice Building Division Job Located at 30-� S Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: 11 .� J, e 'mac Fig c �I f�6T`�'Vg ��T� At2ea These corrections must be made and are not to be covered until reinspection is made. When corrections have been made, please call 360-417-4815 for inspection. Date �� 113 jfc�� Inspector for Building Division DO NOT REMOVE THIS TAG PREPARED 7/17/13, 9:15:13 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/17/13 -- -- ------------------- -- ------- ADDRESS . : 1307 ROLLING HILLS DR SUBDIV: CONTRACTOR : PHONE : OWNER KW HENDRICKSON INC PHONE : (360) 452-1709 PARCEL 06-30-01-7-9-0140-0000- APPL NUMBER: 13-00000335 RES NEW SFR -- ------------ -- -------- PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------ ------------------------------------------------- BL1 01 5/22/13 JLL BLDG FOUNDATION FOOTING 5/22/13 AP May 22, 2013 9:19:11 AM jlierly. 253-377-0453 george May 22, 2013 4:51:07 PM jlierly. BL2 01 5/23/13 JLL BLDG FOUNDATION STEM WALL 5/23/13 AP May 23, 2013 8:49:26 AM permits. George 253-377-0453 May 23, 2013 4:43:13 PM jlierly. EFF O1 6/10/13 JLL BLDG FLOOR FRAMING 6/11/13 DA June 10, 2013 8:20:35 AM pbarthol. Jeff 460-7615 June 11, 2013 8:07:56 AM jlierly. Finish joist blocking between joist and cripple support in center/jll BFF 02 6/11/13 JLL BLDG FLOOR FRAMING 6/11/13 AP June 11, 2013 8:32:17 AM- pbarthol. Jeff 460-7615 Call so he can meet you there. June 11, 2013 4:01:45 PM jlierly. BL9 01 6/18/13 JLL BLDG SHEARWALL 6/18/13 AP June 18, 2013 8:50:21 AM pbarthol. Jeff June 16, 2013 3:54:09 PM jlierly. BL3 01 7/17/13 BLDG FRAMING July 17, 2013 9:10:25 AM pbarthol. Tom 460-1240 -------------------------------------- COMMENTS AND NOTES -------------------------------------- r �1+`f' )" rr — r '� Z1�+ON Mlijl '4 Trac r9s IY4L Y U [ v a kY �J r � v `INSULATING YOUR COMMUNITY" P..O.Box 970 'tiy CARLSBORG WA 98324 INSULATION CERTIFICATE THE INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH TI3E •* lr; CI II 1V'T TITER-N AL PERFOR-MANCE STANDARDS'' SII , t�TON 1, • � STATE ENEItCY CODES#,��PER A��e'�O°V`E$}CLANS,:�T 7CIIE ADDRESS `;cr t:& LOCATED BELOW. —. ADDRESS N ye 1 � ; � }, r 11 ' , SUB-CONTRACT-OR: TRACY'S NSULATlON INC. CONTRACTOR'S REG_NO. TRACYti9I7BT }ti �t s VA r MAIN YACTURER TiII-� KNESS �-�ALUES 6 F—,.TENOR i'@p� A_4 L� Type of material:Fiberglass t' _ —03 U S i a t'3'1"I'mC BAT`S `° 'Type ofmaterial: Fiberglass SLOPED/VAULTED CEILINGS il i, �N Type of male.-nal: i erglass ,!%g' ATTIC BLOW ��`� Ty.of material:Fit�ergfass ` FLOORS p V/(p��!)/�j`F/n`4 Type of material:Fiberglass 44 5 '•. PIPE.WRAPS RAPS rv; Type of materal_Fiberglass YES NQ VAPOR BARR[E i blI i-G t1WALLS F.�ll i , AuTIItIP.€QED SIG NATUR-,� DA`�� TITLE �%?'//r�,�t\ %.�, /Jlr.`��1L��*�+��,r� ,st`�i�l� �/1�"�1' 11�fi:�1``�//.44, /��:*,fit\���i ^@ CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000335 Date 4/19/13 Application pin number . . . 408000 v Property Address . . . . . . 1307 ROLLING HILLS DR f ASSESSOR PARCEL NUMBER: 06-30-01-7-9-0140-0000- Application t REPORT SALES TAX pp type description RES NEW SFR Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY to the City of Port Angeles Application valuation 176683 (Location Code 0$02) Application desc 1881 sq ft sft w/523 sq ft GARAGE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ KW HENDRICKSON INC OWNER 902-A E 1ST ST #152 PORT ANGELES WA 98362 (360) 452-1709 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc . . 1881 SFR W/523 ATTACHED GARAGE Permit Fee . . . . 1451.45 Plan Check Fee 943.44 Issue Date . . . . 4/19/13 Valuation . . . . 176683 Expiration Date . . 10/16/13 Qty Unit Charge Per Extension BASE FEE 1020.25 77.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 431.20 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . Permit Fee . . . . 126.50 Plan Check Fee .00 Issue Date . . . . 4/19/13 Valuation . . . . 0 Expiration Date . . 10/16/13 Qty Unit Charge Per Extension BASE FEE 50.00 �^ 5.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 36.25 �1 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 V ------ 2.00--- 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD)- 29.60 --------------------------------------- - Permit PLUMBING PERMIT Additional desc Permit Fee . . . . 177.00 Plan Check Fee .00 Issue Date . . . . 4/19/13 Valuation 0 \\\�Z`• Expiration Date 10/16/13 Qty Unit Charge Per Extension n' BASE FEE 50.00 8.00 7.0000 EA PL-PLUMBING TRAP 56.00 2.00 7.0000 EA PL-WATER LINE 14.00 4.00 7.0000 EA PL-DRAIN VENT PIPING 28.00 1.00 7.0000 EA PL-BACKFLOW PROTECTION <OR=2" 7.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit J� BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL ,Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES � 1 DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000335 Date 4/19/13 Application pin number . . . 408000 Qty Unit Charge Per Extension REPORT SALES TAX 1.00 15.0000 EA PL-SEWER LINE 15.00 on your state excise tax form ----- - 1.00------ 7.0000--- PL-WATER HEATER 7_0o to the City of Port Angeles -------------------------------------------- Special Notes and Comments (Location Code 0$02) April 8, 2013 9:41:21 AM rbecker. Are you installing a fire system or a lawn sprinkler system? If you are you will need to install a backflow assembly. If you are call Ron Becker at 360-417-4886,Fax:360-452-4972, or E-mail: rbecker@cityofpa.us Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. This project will require seperate permit and fire sprinkler plans for review. Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. All homes in new subdivision's that are outside of the Fire Department four-minute response area shall be equipped with residential fire sprinkler systems that comply with the International Fire Code (IFC) and National Fire Protection Association (NFPA) . April 8, 2013 1OP37:48 AM sroberds. The proposal will result in a new 2-story sfr in the RS-9 for total lot cov of 19% and site coverage of 26W. No land use issues anticipated. Electrical load calculations and electrical permits are required. Ditches & 12" culverts will be installed to City Stanards. See Public Works Engineering for Standards. APPLICANT RESPONSIBLE FOR EROSION & SEDIMENT CONTROL AND SURFACE RESTORATION. PROTECT ALL DOWNSTREAM STORMWATER CONVEYANCE SYSTEMS AND STRUCTURES. Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only.. An.inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 Trench safety per applicable laws. Temp erosion control and surface restoration responsibility of applicant. Contact City inspector prior to start of work @ 360 417-4831. No attachment of stormwater leaders, foundation drains, yard drains, or any other CSO contribution is allowed. Construction of driveway and installation of culvert requires a separate Right of Way Construction application to be completed by the contractor and approved by Public Works Engineering prior to the start of work. ---------------------------------------------------------------------------- Other Fees . . . . . . RES UNDERGRND SERVICE FEE 770.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD - PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T.Forms/Building Division/Building Permit %moi► CITY OF PORT ANGELES •- r DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 13-00000335 Date 4/19/13 Application pin number . . . 408000 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . MILW DRIVE ASSESSMENT 240.00 REPORT SALES TAX SEWER SYSTEM DELV CHARGE 2260.00 on your state excise tax form STATE SURCHARGE 4.50 to the Cit of Port Angeles PW WATER SYSTEM USE FEE 2260.00 Y g ---------------------------------------------------------------------------- (Location Code 0502) Fee summary Charged Paid Credited Due Permit Fee Total 1754.95 1754.95 .00 .00 . Plan Check Total 943.44 943.44 .00 .00 Other Fee Total 5534.50 5534.50 .00 .00 Grand Total 8232.89 8232.89 .00 .00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit i BUILDING PERMIT INSPECTION RECORD - PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in t� Water Line Meter to Bldg./ Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 ✓�� Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES -�' 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000335 Date 4/19/13 Application pin number . . . 408000 Property Address . . . . . . 1307 ROLLING HILLS DR REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-01-7-9-0140-0000- Application type description RES NEW SFR on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY (Location Code 0502) Application valuation . . . . 176683 ---------------------------------------------------------------------------- Application desc 1881 sq ft sft w/523 sq ft GARAGE ---------------------------------------------------------------------------- Owner Contractor KW HENDRICKSON INC OWNER 902-A E 1ST ST #152 PORT ANGELES WA 98362 (360) 452-1709 ---------------------------------------------------------------------------- Permit . . . . . . DRIVEWAY INSTALLATION Additional desc . . Permit Fee . . . . 180.00 Plan Check Fee .00 Issue Date . . . . 4/19/13 Valuation . . . . 0 Expiration Date 10/16/13 Qty Unit Charge Per Extension BASE FEE 180.00 ----------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS RES WATER SERV Additional desc . . 3/4" DROP IN METER Permit Fee . . . . 420.00 Plan Check Fee .00 Issue Date . . . . 4/19/13 Valuation . . . . 176683 Expiration Date . . 10/16/13 Qty Unit Charge Per Extension 1.00 420.0000 EA PW WATER METER DROP IN 420.00 ---------------------------------------------------------------------------- Permit . . . . . SANITARY SEWER HOOK UP Additional desc . . Permit Fee . . . . 150.00 Plan Check Fee .00 Issue Date . . . . 4/19/13 Valuation . . . . 176683 Expiration Date . . 10/16/13 Qty Unit Charge Per Extension 1.00 150.0000 EA SAN SEWER HOOKUP 150.00 ---------------------------------------------------------------------------- Special Notes and Comments April 8, 2013 9:41:21 AM rbecker. Are you installing a fire system or a lawn sprinkler system? If you are you will need to install a backflow assembly. If you are call Ron Becker at 360-417-4886,Fax:360-452-4972, or E-mail: rbecker@cityofpa.us Address numbers. shall be plainly visible from the street. Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. V rtgntture of Contractor or Auth Ized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD r✓ _ CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE f FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 41-7- BUILDING 4815 T:Forms/Building Division/Public Works Permit ciyo,vo��`��`"m CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000335 Date 4/19/13 ----- - Application pin number 408000REPORT SALES TAX --------------- ------------------------------------------------------- Special Notes and Comments on your state excise tax form Address numbers shall be a minimum of six inches high and be t0 the City of Port Angeles of contrasting color from the background. y g This project will require seperate permit and fire (Location Code 0502) sprinkler plans for review. Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. All homes in new subdivisions that are outside of the Fire Department four-minute response area shall be equipped with residential fire sprinkler systems that comply with the International Fire Code (IFC) and National Fire Protection Association (NFPA) . April 8, 2013 10:37:48 AM sroberds. The proposal will result in a new 2-story sfr in the RS-9 for total lot cov of 19W and site coverage of 26W. No land use issues anticipated. Electrical load calculations and electrical permits are required. Ditches & 12" culverts will be installed to City Stanards. See Public Works Engineering for Standards. APPLICANT RESPONSIBLE FOR EROSION & SEDIMENT CONTROL AND SURFACE RESTORATION. PROTECT ALL DOWNSTREAM STORMWATER CONVEYANCE SYSTEMS AND STRUCTURES. Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 Trench safety per applicable laws. Temp erosion control and surface restoration responsibility of applicant. Contact City inspector prior to start of work @ 360 417-4831. No attachment of stormwater leaders, foundation drains, yard drains, or any other CSO contribution is allowed. Construction of driveway and installation of culvert requires a separate Right of Way Construction application to be completed by the contractor and approved by Public works Engineering prior to the start of work. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . RES UNDERGRND SERVICE FEE 770.00 MILW DRIVE ASSESSMENT 240.00 SEWER SYSTEM DELV CHARGE 2260.00 STATE SURCHARGE 4.50 PW WATER SYSTEM USE FEE 2260.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 750.00 750.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 5534.50 5534.50 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCYIUSE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 41711807 PW/ENGINEERING FIRE 4174653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 447- BUILDING 4815 T:Forms/Building Division/Public Works Permit OF pORT�,O CITY OF PORT ANGELES ti/w FC PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 13-00000335 Date 4/19/13 Application pin number . . . 408000 REPORT SALES TAX Grand Total 6284.50 6284.50 .00 .00 on your state excise tax form to the City of Port Angeles (Location Code 0502) Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD t CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 417-4750 PLANNING DEPT. BUILDING 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit T THS x . k .J�Sr Y CITY OF at, a � For Cit Use W A S H I N G -I" 0 N , U . S . Permit# Date Received: `3 321 East S1 Street Port Angeles, WA 98362 Date Approved (o (3 P: 360-417-4817 F: 360-417-4711 permits@cityofpa.us Building Permit Application Project Address: deo 7 11-4-a� �2 - Main Contact: �� Phone # 3,60- YCo-26z -C e All-I&W E-Mail: Property Name Phone Owner Mailing Address _ Email Cites State Zip �/tJ N iC Contractor Name Phone Mailing Address Email City State Zip Contractor License # Expiration: Project Value: Zoning: Tax Parcel # Lot# /i/ L 5- Type of Residential Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following, fill out both pages of permit application: New Construction K Remodel ❑ Addition ❑ Tenant Improvement ❑ Mechanical ❑ Plumbing ❑ Other ❑ Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes ❑ No Project -- Description t c S/di^ V e. I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature ��7� Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value E Basement First Floor � qqC6 Second Floor 80 Covered Deck/Porch/Entry Deck Garage 5.2 GO Carport Other(describe) Area Totals �3 Commercial Structures For Office Use Area Descriptions (SQ FT) Existing Proposed $$,Value Existing Structure (s) Proposed Addition Tenant Improvement? Other work(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT) of all Structures: Lot Size: %Lot Coverage ll�. 2 7S' o ���� d SQ FT Site coverage(all impervious+ %Site Cov age structures) o4 � Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair'/alteration Evaporative Cooler(attached,not # Pellet tove/Wood-burning/Gas # portable) Fireplace/Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # $ Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # ` Vent piping # Sewer Line # / Industrial waste pretreatment # interceptor Other(describe): T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX t t fy! k t i 6 f z f 4 � K Z�DCC-jp-=��5 t4iu-s -CL�, NTS 2Zu-i oq 4 j U-S �5 i��5 �0-r' i 2sa3 1221 %7 gy��S 1301 222 Q� 4� Ord 3008 1304 1314 / { 0�?ORT,+%, 4� �faP PRESCRIPTIVE APPROACH-SIMPLE FORM For the Washington State Energy Code (WSEC)2009 Edition —ter Climate Zone 1 CITY GOVERNMENT Site Information: Building Department Use Only: Lot: /� �Qo 441Ns /14L_c Permit # 13 -3X__ r Address: o I ,` ' r Notes: /� � f2e�( .v�.s U/' City: ?o rr 7T 8,v yt Z-t s State: _ Zip: Contact: &A2 Phone: 3 Ga-s/Go-o2C;L ; Phone 2:. �0-���'/7d9 FAX: 41 WSEC Table 6-1 PRESCRIPTIVE REQUIREMENTS FOR SINGLE-FAMILY RESIDENTIAL OR DUPLEX CLIMATE ZONE 1 (Unlimited Glazing Option Only) Glazing Glaimg U=Factor, Door Wall Wall Wall Vaulted Interior Exterior SIa6"on Option: Area;%of " U- Ceiling Above Floor. Floor Vertical . ,OVe�fiead Factor Ceiling Grade Below Below Concrete >;Grade . _-Grade R-49 / III Unlimited 0.30 0.50 0.20 or R-38 R-38 int TB R-21 R-21 R-10 R-30 R-10 U=0.029 2' adv This :Project complies with the following: g The project is a single-family residence or duplex. The project is a wood frame OR all of the insulation is interior or exterior of the framing. All building components meet the requirements listed above. The project will meet all other provisions of the WSEC and VIAQ. The Project will take advantage of the following exceptions to the prescriptive option. ❑ 602.6 Exception 2. One unlabeled or untested exterior swinging door, 24 sq.ft. or less, may be installed per unit for ornamental, security, or architectural purposes. Location of the door taking this exception: ❑ 602.6 Exception 2. If a door is mostly glass, it should meet the requirement of the vertical glazing U-factor listed above. Location of the door(s)taking exception: Type of Heat Source: T:Forms/Building Division/Prescriptive Approach-Simple Form BUILDING PERMIT INFORMATION FORM - PLAN 1881 CONTRACTOR INFORMATION Creative Design Builders d.b.a.HiLine Homes 11306 62nd Ave. E Puyallup,WA 98373 H' 253-840-1849 HILINH*983BD/UBI#601-584-067 expires: 11/08/2013 This will be a New Single Family Residence Type of work: NEW HOME CONSTRUCTION HOME INFORMATION: (sq.ft.) MAIN/1ST 1113 #of stories 2 SECOND 768 Bedrooms 3 TOTAL 1881 Bathrooms 2.5 GARAGE(attached)523 Porch 92 ft2 CONSTRUCTION METHOD: WOOD FRAME HEATING SYSTEM: NOTE:BE SURE TO CHOOSE THE INFORMATION BELOW THAT COOROLATES WITH THE HEAT SYSTEM YOU HAVE ORDERED NOTE:HVAC/MECHANICAL CONTRACTOR IS THE SUB INSTALLING HEATING SYSTEM CADET/WALL MOUNT/ZONE HEATERS(STANDARD COMPONENTS) INSTALLER EVERGREEN STATE ELECTRIC CONTACT Justin Chamberlin LICENSE# EVERGRSE066JA PHONE (253)770.0656 EXPIRES 04/01/14 LOCATION Orting MANUF. Cadet BRAND Register Plus MODEL RM202; RM162 KW: 7/AMPS:20 HEAT PUMP w/FURNACE w/HOT WATER HEATER INSTALLER CHEHALIS SHEET METAL CONTACT David Pyles LICENSE# CHEHASM252MH PHONE (360)748.9221 EXPIRES 09/24/14 LOCATION Chehalis MANUF. TRANE MODEL 4TEC3F31*4TWB4030 TONAGE 2.5 HSPF 8.5 KW 10 LRA/LRC 68.2 EFFICIENCY 100% SEER 14 NATURAL GAS FURNACE w/HOT WATER HEATER INSTALLER CHEHALIS SHEET METAL CONTACT David Pyles LICENSE# CHEHASM252MH PHONE (360)748.9221 EXPIRES 09/24/14 LOCATION Chehalis MANUF. TRANE MODEL BTU 60,000 EFFICIENCY 95% WATTS 997 PROPANE GAS FURNACE w/HOT WATER HEATER INSTALLER CHEHALIS SHEET METAL CONTACT David Pyles LICENSE# CHEHASM252MH PHONE (360)748.9221 EXPIRES 09/24/14 LOCATION Chehalis MANUF. TRANE MODEL BTU 60,000 EFFICIENCY 95% WATTS 997 PLUMBING CONTRACTOR INSTALLER K&M PLUMBING CONTACT Shawn Moody LICENSE# KMPLUS1995K5 PHONE (253)503.2676 EXPIRES 05/07/14 LOCATION University Place toilets 3 kitchen sink< 1 bath sinks 3 water heater: 1 tub/shower 2 clothes wash 1 showers 0 dishwasher 1 soaking tub 0 ENERGY COMPLIANCE INFORMATION:OPTION#3 UNLIMITED(per WSEC 2009) TOTAL Sq.Ft.of glazing(glass)divided by total sq.ft.of heated area=glazing% please see enclosed window schedule *swinging doors and skylights are not counted in this configuration because they meet all min.requirements Continuously operating Whole House Ventilation System using exhaust fans&window fresh air vents Whole House Ventilation System:IRC M1508.4 Discrete Spot&Whole House manufacturer Broan Model# QTRE110 CFM:110 Bathroom one-bulb heater/fans:Quantity(PER UNIT): manufacturer Broan Model# 162 CFM:70 1 Clallam County Assessor & Treasurer - Property Details - 63386 KW HENDRICKSON I... Page 1 of 1 Clallam County Assessor & Treasurer Property Search Results > 63386 KW HENDRICKSON INC for Year 2012 - 2013 Property Account Property ID: 63386 Legal Description: LOT 14 ROLLING HILLS ESTATES Geographic ID: 0630017901400000 Agent Code: Type: Real Tax Area: 0010-PA 121 PORT ST CNTY H2 L WMP Land Use Code 91 Open Space: N DFL N Historic Property: N Remodel Property: N Multi-Family Redevelopment: N Township: Section: Range: Location Address: 1307 ROLLING HILLS DR Mapsco: PORT ANGELES,WA 98362 Neighborhood: PA Sublots Res Map ID: 3 Neighborhood CD: 5201000 Owner Name: KW HENDRICKSON INC Owner ID: 30041 Mailing Address: 902-A E FIRST ST#152 %Ownership: 100.0000000000% PORT ANGELES,WA 98362 Exemptions: Taxes and Assessment Details Values Taxing Jurisdiction Improvement/ Building 9 Sketch Property Image Land Roll Value History Deed and Sales History Payout Agreement Website version: 9.0.32.2200 Database last updated on:4/3/2013 3:54 ©2013 True Automation, Inc.All Rights AM Reserved. Privacy Notice http://websrv8.cIallam.net/propertyaccess/Property.aspx?cid=0&year=2012&prop_id=63386 4/3/2013 Department of Labor and`Industries PO Box 44450 A �� , ; HOMES �� Olympia, WA 98504-445G CC} w K> n Y , �J�,.,67. H 983BD= 1�y B�$601' Mr . w y5 �F �,�:� d assvided db Law as ,. scF n Contractor: HI LINE HOMES 11306 62ND AVE E l lf8l2013 PUYALLUP WA 98373 tZ � 4 ..�. � ,yet Y � � ���`,�•�:?' f j .a GENERAL CONSTRUCTION NOTES HEADER& ROOF FRAMING NOTES 'FOUNDATION& LATERAL DESIGN CRITERIA t ;FLOOR FRAMING NOTES AND MINIMUM SITE CONDITIONS INFORMATION 1. SUB-CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING:VERIFYING AND 1. HEADERS OCCUPANCY CATEGORY II MEETING ALL LOCAL AND STATE CODE REQUIREMENTS,REVIEWING 1.1. UNLESS NOTED OTHERWISE,ALL EXTERIOR 1• ALL FOOTINGS SHALL BEAR ON STIFF,FIRM BASIC WIND SPEED MPH 100 APPROVED PLANS AND COMPLYING WITH ALL APPROVED REQUIREMENTS OF WALL HEADERS SUPPORTING ROOF LOADS SOIL MEETING THE REQUIREMENTS OF WIND EXPOSURE FACTOR C 0711,1 THE ENGINEER AND THE BUILDING DEPARTMENT,MEETING ALL SAFETY ARE TO BEA MIN.4 x 8 D.F.#2 W/R-10 R_IGID DEFAULT SITE CLASS"D"PER IBC SECTION MINIMUM WIND LOADS PSF 16/8 REQUIREMENTS AND STANDARD SAFETY PRACTICES THAT ARE INSULATION AT HEATED AREAS. p.s.f.SOIL. SEISMIC/WIND IMPORT.FACTOR I W y 1613.5.2.DESIGN IS BASED ON 1500 RECOMMENDED AND/OR REQUIRED BY STATE AND LOCAL AUTHORITIES, 1.2. U.N.O.ALL EXTERIOR WALL HEADERS CONTRACTOR MUST VERIFY W!BUILDING --- d SEISMIC USE GROUP 1.0 VERIFYING ACCURACY OF ALL DIMENSIONS.DO NOT SCALE THE DRAWINGS.IF SUPPORTING ROOF AND FLOOR LOADS ARE DEPARTMENT THAT THESE CONDITIONS ARE SEISMIC DESIGN CATEGORY D1 � DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. TO BE 4 x10 D.F.#2 W/R-10 RIGID INSULATION MET PRIOR TO WORK. o AT HEATED AREAS. SHORT PERIOD ACCELERATION(g) 0.82 z0 2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE 1.3. ALL SINGLE STORY NON-STRUCTURAL GABLE 2. ALL WOOD IN CONTACT WITH CONCRETE OR DEFAULT SITE CLASS D DESIGNER AND BUILDING DEPARTMENT. END OR 2nd FLOOR OF 2 STORY SOIL SHALL BE 2x HEM-FIR#2 MIN.TREATED MAXIMUM GROUND SNOW LOAD(PSF) 30 I=C) = NON-STRUCTURAL GABLE END HEADERS UP WITH AN APPROVED PRESERVATIVE AND ROOF DEAD LOAD(PSF) 15 8 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA -DIPPEDTO 6'-0"TO BE SINGLE 2x6 H.F.#2 PER HOTGALVANIZED CONNECTORS(OR) EXTERIOR WALL DEAD LOAD(PSF) 15 O SHOWN ON SHEET"CS".THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS DETAIL 6 ON SHEET A4. STANDARD HEM-FIR ON AN IMPERVIOUS INTERIOR WALL DEAD LOAD(PSF) 10 = FROM THE ROOF TO THE FOUNDATION. MOISTURE BARRIER(IRC R317.1)(OR)BORATE MAXIMUM ROOF SLOPE 5112 TREATED HEM-FIR#2 MINIMUM. 2. UNLESS NOTED OTHERWISE,JOISTS AND GENERAL STRUCTURAL NOTES: 4. SEE SHEET"S2"FOR ALL SHEARWALL PLACEMENTS AND REQUIREMENTS. RAFTERS ARE TO BE A MIN.H.F.#2.RAFTERS 3. PROVIDE APPROPRIATE BLOCK-OUTS IN WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER MUST BE SUPPORTED BY POSTING DOWN TO FOOTINGS OR WALLS FOR PLUMBING& STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED OF ANY DISCREPANCIES OR CONCERNS. FLAT BLOCKING THAT SPANS A MIN.OF TWO ELECTRICAL STUB-OUTS. TRUSSES WHEN RAFTER SPANS EXCEED 6 FT. MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN 5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND4. WHERE REQUIRED,USE A MIN.OF 3000 p.s.iBASE LOADS SET FORTH BY THE CRITERIA OPTIONS . LISTED ABOVE.THE STRUCTURAL SYSTEM IS DESIGNED TO (� N PLATES,INCLUDING:PLUMBING,ELECTRICAL,AND MECHANICAL 3. TRUSSES SHALL CARRY MANUFACTURER CONCRETE PER IRC TABLE R402.2,INCLUDING: TRANSFER LOADS IN ACCORDANCE WITH THE 2009 Z M PENETRATIONS.FIRE BLOCK AT MIN.10 FT.O.C.HORIZONTALLY IN WALL STAMP AND HAVE ENGINEERING DRAWINGS ON FOUNDATION WALLS,PORCH AND GARAGE CAVITIES. INTERNATIONAL BUILDING CODE(IBC)TO A PRESCRIPTIVE - ao SITE FOR INSPECTION.ALL TRUSS BRACING SLABS,STEPS,AND ALL OTHER AREAS THAT _W FOUNDATION.STRUCTURAL MEMBERS NOT A PART OF THE 0)REQUIREMENTS MUST BE INSTALLED PER ARE EXPOSED TO THE WEATHER.MAXIMUM Z W Q u7 6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS, TRUSS DRAWINGS.DO NOT FIELD MODIFY ANY STRENGTH IS AT 28 DAYS.ALLOW ADEQUATE ENGINEERED STRUCTURAL SYSTEM SHALL BE IRC REQUIREMENTS,AND THE STATE ADOPTED PLUMBING CODE.IN SDC D1, TRUSS WITHOUT PRIOR APPROVAL FROM THE TIME FOR FOUNDATION TO SET BEFORE BACK CONSTRUCTED IN ACCORDANCE WITH THE CONVENTIONAL O F CO D2,TANK MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK. ENGINEER AND BUILDING DEPARTMENT.IF A FILLING. LIGHT-FRAME CONSTRUCTION REQUIREMENTS OF 2009 i-- W o AT THE LOWER STRAP,STRAP IS TO BE 4"MIN.ABOVE THE CONTROLS(IRC TRUSS IS DAMAGED DO NOT INSTALL IT. IRC. Y Y W v M1307.2). CONTACT THE BUILDER IMMEDIATELY FORA 5. FOUNDATION VENTS ARE TO BE INSTALLED AT (,�`- REPLACEMENT TRUSS. 1/300 FT2 PER IRC R408.2 AND WEC 1004.2.ONE DOCUMENT SHEET INDEX H Z 7. WHEN INSTALLED IN A GARAGE,ALL APPLIANCES MUST HAVE THE SOURCE OF VENT IS TO BE WITHIN 3 FT.OF EACH BUILDING CS COVER SHEET IGNITION A MINIMUM OF 18"ABOVE THE FLOOR SLAB(IRC M1307.3).MECH/ 4. FRAMING CONNECTIONS SHALL BE"SIMPSON CORNER EXCEPT THAT ONE SIDE IS PERMITTED 0 W I.- Al FIRST FLOOR PLAN PLUMBING EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE(IRC STRONG TIE"(OR)AN APPROVED EQUIVALENT. TO HAVE NO OPENINGS.IRC R408.2 Z Q W M1307.3.1). Al-1 SECOND FLOOR PLAN W N a0 6. UNLESS NOTED OTHERWISE,2x MUDSILL TO BE A2 BUILDING SECTIONS o BE THE NET FREE VENTILATED AREA SHALL BE 8. USE 5/8"GYPSUM OR 1/2"SAG-RESISTANT GYPSUM AT THE CEILING PER IRC 5. PROVIDE ATTIC VENTILATION PER IRC R8INSTALLED FLUSH WITH THE INSIDE FACE OF A3 EXTERIOR ELEVATIONS TABLE R702.3.5. 1/300 FT PROVIDED THAT MIN.50%AND MAX. FOUNDATION WALL AT JOIST BEARING POINTS A3-1 EXTERIOR ELEVATIONS 80%OF THE REQUIRED VENTILATION AREA TO ACCEPT JOIST HANGERS.VERIFY THAT THE A4 ARCHITECTURAL DETAILS 9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS,WINDOW AND SHALL BE A MINIMUM OF 3 FT.ABOVE EAVE MUDSILL IS SQUARE AT ALL CORNERS.ATTACH A5 CABINET DETAILS DOOR OPENINGS,WALL AND ROOF INTERSECTIONS,DECKATTACHMENT TO VENTS.THE BALANCE OF REQUIRED THE MUDSILL TO THE FOUNDATION WITH A6 TALL FOUND.WHERE REQ'D WALL,AND OTHER AREAS THAT WATER MAY INTRUDE.WINDOWS AND DOORS VENTILATION SHALL BE PROVIDED AT THE 1/2"x10"ANCHOR BOLTS AND 1/4"x3NT'WASHER S1 FOUNDATION PLAN SHALL BE INSTALLED PER MANUFACTURER INSTRUCTIONS. EAVES. @ 6 FT.O.C. S2 SHEAR WALL PLAN 7. WHERE 1/2"ANCHOR BOLTS ARE MISSED USE A S3 ROOF FRAMING PLAN 10.SINGLE STORY CONDITION U.N.O.ON S2 SHEET :NAIL ALL TOP PLATES 6. PROVIDE A MIN.ROUGH OPENING 22"x30"ATTIC 1/2"x 8"TITAN HD MECHANICAL ANCHOR BOLT. S4 STRUCTURAL DETAILS TOGETHER W/10d NAILS @ 12"O.C.AND AT SPLICES W/10d NAILS @ 6"O.C. ACCESS PANEL WITH A TIGHT-FITTING/SELF- S5 STRUCTURAL DETAILS LAP SPLICES A MIN.OF 48"TYPICAL,NAIL ALL BOTTOM PLATES TO FLOOR CLOSING DOOR.DOOR SHALL BE BACKED WITH 8. REBAR IS NOT REQUIRED IN INTERIOR E1 ELECTRICAL PLAN W W SHEATHING AND MUDSILL W/(2)10d NAILS EA.STUD BAY,NAIL ALL FLOOR INSULATION IF LOCATED ABOVE HEATED FOOTINGS UNLESS ITIS BELOW AN INTERIOR `� SHEATHING W/8d NAILS @ 6"O.C.EDGE AND 12"O.C.FIELD,EXTERIOR STUDS SPACE.VERIFY ACCESS LOCATION WITH SHEARWALL PER IRC R403.1.3 EXCEPTION. / w MUST BE SPACED AT 16"O.C. OWNER AND PLANS. Wk 9. THE FOUNDATION IN THIS PLAN IS DESIGNED DESIGN ENGINEER r^ 11.TWO STORY CONDITION U.N.O.ON S2 SHEET :NAIL ALL TOP PLATES TOGETHER 7, SHEATH ROOF PER IBC CASE 1 (STAGGERED PRESCRIPTIVELY,BUT THE CONNECTION FROMPh.D., U V) W/10d NAILS @ 12"O.C.AND AT SPLICES W/10d NAILS 5"O.C.ON FIRST ABDELOUAHAB(Wahab)Abrous, P.E. @ PANELS UNBLOCKED)FASTEN PANELS W/8d THE FOUNDATION TO THE MUDSILL IS HiLine Homes Inc. FLOOR;6"O.C.ON SECOND FLOOR.LAP SPLICES A MIN.OF 48"TYPICAL;NAIL NAILS @ 6"O.C.EDGE AND 12"O.C.FIELD.DO ENGINEERED FOR RESISTING LATERAL LOADS Design&Engineering Department PAIM ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/(2)10d NAILS EA. NOT STAPLE. AS OUTLINED IN THE DESIGN CRITERIA ON Washington State License Number:36110 STUD BAY,NAIL ALL FLOOR SHEATHING W!8d NAILS @ 6"O.C.EDGE AND 12" SHEET"CS". Oregon State license Number:814t9PE O.C.FIELD,EXTERIOR STUDS MUST BE SPACED AT 16"O.C. 8. UNLESS NOTED OTHERWISE,TOE-NAIL ALL GABLE END TRUSSES WITH(2)10d NAILS @ 16" 10.UNLESS NOTED OTHERWISE,THE FOUNDATION Idaho State License Number:P-14132 12.ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN.WIDTH OF 20" (253)770-2244 x 132 Alternate x129 O.C.INTO TOP PLATES. FOOTINGS SHALL BE A MIN.12"WIDE BELOW AND A MIN.HEIGHT OF 24"WITH A MINIMUM NET CLEAR OPENING NOT LESS ONE-STORY PORTIONS OF A BUILDING AND 15" wabrous@hilinehomes.com THAN 5.7 FT 2. 9. UNLESS NOTED OTHERWISE,TOE-NAIL EACH WIDE BELOW TWO-STORY PORTIONS OF A HILINE HOMES END OF TRUSS AT BEARING WALLS W/(2)10d BUILDING WHERE SOIL PRESSURE IS 11306 62ND AVENUE 13.SEE SHEET"E1"FOR EXHAUST FAN,SMOKE AND CARBON MONOXIDE ADEQUATE PER THE BUILDING DEPARTMENT. `; gg� PUYALLUP WA,98373 DETECTORS,AND ELECTRICAL FIXTURE LOCATIONS. NAIL AND FASTEN WITH TRUSS CLIPS PER SEE SHEET"S1". / (z4fi (253)770-2244 ext.129 PLAN.14.CABINET,PLUMBING FIXTURE,AND DOOR ROUGH OPENINGS ARE CRITICAL 11.WHERE REQUIRED PER IRC R406.1, � F vA��1'S� r DIMENSIONS.TAKE CARE R VERIFY THAT THESE DIMENSIONS ARE FRAMED 10.ASPHALT SHINGLES MUST COMPLY WITH WIND FOUNDATION WALLS SHALL BE DAMP PROOFED � ` 741r�OG PLAN: 1881 ACCURATELY. SPEED SITE CONDITIONS AND BE SEALED IN AROUND THE ENTIRE PERIMETER USING AC rf DATE: 2/5/13 ACCORDANCE WITH ASTM D 7158 OR UNSEALED METHOD THAT IS APPROVED BY THE BUILDING JOB#: 10105843 15.SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS,OUTSIDE ALL IN ACCORDANCE WITH ASTM D 3161.IRC R905.2 DEPARTMENT. SLEEPING AREAS,AND ON EACH ADDITIONAL STORY OF THE DWELLING. 11.MIN.4"STEP FLASHING AT WALL/ROOF N h SYSTEM MUST BE INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS G �r..3G110 CONNECTIONS AND TURNED OUT AT THE i ;/S11 SOUND WHEN ONE IS ACTUATED.IRC R314 BOTTOM TO DIRECT WATER AWAY FROM THE CS �C r�UNA1:N�� 6.AN APPROVED CARBON MONOXIDE ALARM IS REQUIRED OUTSIDE EACH WALL.IRC R905.2.8.3 L 1 SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS.IRC R315.1 m, 42'-0" m E m q E W ma 7'-8" 10'-4" 13'-0" x° £11'-0" j o= � xo A Mill! C N J t 60 610 S.G.D. 60 610 S.G.D. =E) � g 40 36 HS ® S.G. S.G. _ r---- li II iDWI - I RANGE W/ �IN HOOD(VTO) to FLAT "CLG KITCHEN N -n VAULTED q FAMILY RM. R FII i io 3'-11 11 - DBL U N 42 2 `O N /4 J) 3 6" HALF _N 3 STUDS z�* M 0 20 WALL STUDS 24 w Q ori c� / - LAUND. 0 a – _ TUB N 3'-911 31 01. 2'-92,1 �� I W W o N CN 2._8211 VAULT LINE. 42 Y4'1 v.. ....� 28 Y Y w v Cl) _....- o UTIL. - U o z DINING HALF DBL – WDR Q Q o WALL -IN �– Q LLI LO VAULTED 4 t– o STUDS i ui_JI 2e 2 z Q D' 1 W o a co WH vFILE N r' - T-0" 10'-1111 5'-72' io LIVINGo WHOLE HOUSE FAN CITY OF PORT ANGELES--Construction Plans VAULTEDy� b W/TIMER SWITCH& The Issuance of this permit t upon these plans,specifi VENTED WINDOWS IN cations and other data shall not prevent the building official ry� 30 HABITABLE ROOMS. from thereafter requiring the correctian of errors in said IRC§M1508.49 plans, specifications and other data, or fro in preventing GARAGE building operations being carried on thereunder when in Z o ( -I 50 50 HS 11�� L2' SOLID CORE 1 3/811 MIN. N violation of all codes and ordinances of this jurisdiction. O CD I PORCHW/WEATHER STRIP_ l t By J« Z�p� � O J COVER fo SURFACE WARM WALL Approval Date 2 -- �L -— - — W/%"G.W. WALLS& 5/e"• .�l' 1`I6 L G.W.B.TY X LID -011 1_0.1 6,01, _011 41_011 -0, ( LC.L 16'X 7'OHD(M L. NON-INS UL.) , A Alt 4-+-a-s �.����s HILINE HOMES 11306 2ND AVENUE AREA SUMMARY J S C_" ��t PUYALLUP WA,98373 4'-0" 16'-0" 4'-0" MAIN FLOOR AREA 1113 SQ.FT. 253 770-2244 ext.129 w UPPER FLOOR AREA 768 SQ. FT. � 18-0 24'-0" LTOTAL FLOOR AREA 1881 SQ. FT, PLAN: 1881 42'-0" GARAGE 523 SQ. FT. DATE: 2/5/13 PORCH 92 5Q.FT. JOB#: 10105843 Hs =HOSE BIB S.G. =SAFETY GLAZING (� 09� FIRST FLOOR PLAN Al Ilu I cal.-�[ 3 s 42--0" E 0 -. E 18'-0" 24'-0" w 0 dm 5-9" 6-22 2'IT-01" LA o A E START JOIST LAYOUT HERE @ 19.2"O.C. 6'-9" I 771ME 5 Y2"x 9"GLB A DBL.TRIMMER 1=0 x EA. END 4x10 D.F.#2 4040 u, 5'TUB/ WIC SHWR. W1 c 4 24 M. 7 M. BDRM. 7/: xis TJ1 110 04 2Z4 2s Lo C'4 b 0:C. Lo 1 I!-JOISTS(@19.2' Z Tt ch co 9 w 2 in w < U-) /�-SOLID BLOCKING Y-111"U 3 rn BEARING EA. M STUDS X: BAY n 0 Li.'j. c14 8 D.F.W2 U) Lu 0 —104 w —104 Lo u) z 2 C? S" HAL W Lo STUDS lJ 24 BATH (D CD C4 F– ce) C/) Q V-23" 8 < < 11 42 Y14 w c� HALF Z! ce) En II LL W C-4 0 Cl Q- 2 4k8 D.F.#2 —————— 26 � co �SO�LID: SOLID BDRM. 2 —104 WBLOCKING BLOCKING @ BDRM. 3 BEARING EA. TOP;FLANGE BAY C14 JOIST HANGERS 6 /4"X 16 Y2"GLB 40 40 HS LL Z 3 5 5'-6" 5'-6" STUDS STUDS vp C) < 10-1111, 1 Will Z 2 -,2'-5" , 2 I � I F cx� I I 4x 777 0 4 HS 5'-T6� 5-6- 1 0_112 1" 72 LLJ A HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 18'-0" 24'-0" (253)770-2244 ext.129 LEGEND 42'-0" INTERIOR LOAD PLAN: 1881 BEARING WALL DATE: 2/5/13 JOB#: 10105843 SECOND FLOOR FRAMING SECOND FLOOR PLAN AM 1/8"= 1'-0" 1/8"= 1'-0" x j I LEDGER 6'-81' END NAIL W/ NOTE: NOTE:NOTE: I (2) 10d ROOF SHEATHING REQUIREMENTS PROVIDE THE FOLLOWING CLEAR HALF WALL OR SOLID WALL3T-6" I 3-2 Ground snow load 2 DIMENSIONS: STAIRWAYS SIMILAR. PROVIDE HANDRAIL "' - a� MAX. a MAX.40 psf MAX.70 psf Beyond 70 psf to E HEADROOM 6-8"MIN. HANDRAIL MIN.(1)SIDE. C m TREAD WIDTH 36"MIN. t-'^_2" 7/16"O.S.B. 15/32"O.S.B. 5/8"O.S.B. (? E MIN.CLEAR WIDTH AT AND 4 w H= HANDRAIL HEIGHT BETWEEN 34"&38" 2x4 WALLS` - BELOW THE HANDRAIL HEIGHT, N -� E RISE 74"MAX. INCLUDING TREADS AND I� ¢ =N RUN 10"MIN. RISER HANGE� LANDINGS,SHALL BE 31-"MIN. PROVIDE HANDRAILS ON ALL STAIRS z ¢ 4 F' Li W/(3)OR MORE RISERS.A SINGLE °U 10" 111111111110p = HANDRAIL IS ACCEPTABLE WHEN 27"WHERE HANDRAILS ARE M 2x LEDGER NOTE: SEE PLAN VIE TYP. STAIRWAYS ARE LESS THAN 44" PROVIDED ON BOTH SIDES 00 T O �w ATTACH W/(3) 16d PROVIDE LIGHTING PER DETAIL 2 O i I WIDE. HANDRAIL SHALL BE `� NAILS EA.STUD R303.6 AT TOP AND az'MAX. 27"MIN. "° MAX. IANCE 1 1/2"-2"ROUND OR EQ.GRIPPING Z 2x JOISTS 16"—' BOTTOM OF STAIRWAY "' SHAPE SET MIN. 1 1/2"FROM WALL. PROJECTION 36"MIN. @ ACCESS W/SWITCHES 8 FOR ISERS TIMBER O.C.W/HANGER TYPICAL HANDRAIL AT BOTH LANDING W/OUT TRAVERSING rn1�.- a �� STRAND DIMENSIONS `J RIDGE VENTING PLAN VIEW NTS ANY STEPS. '� (STRINGERS N FIRE BLOCKING z M 00 f DOF TR SSES 2 O.C. ,_10 i LL= W °' zw Q Lr) �= ACH TO W N 3'-2" 9' �\\\ STRINGER w Y YU) _jv w C) c) Z C° �LU 5 STAIR FRAMING wN o R-49 INSULATION /a'G.W.B.(OR)/" _rn a " SIMPSON"HURRICANE SAG RESISTANT BDRM. 2 _ NTS (TABLE R702.3.5) CLIPS H1 (OR)H2.5A UP d?110 �I TO 85 mph, EXPOSURE c,. M. BDRM. TYPICAL INTERIOR WALL: ^ RIDGE VENTING H10 ONLY BEYOND 85 mph. BATH (2)2x4 TOP PLATES OVER 2x4 STUDS @ 19.2"O.C.W/Y2" ` R-23 INSULATION W/VAPOR G.W.B. EA.SIDE OVER 2x4 BARRIER PAINT OVER BOTTOM PLATE SHEET ROCK /�Y4"T&G SUB-FLOORING. z 11 %e"I-JOISTS @ SOL / APA RATED 48/24 GLUED& z 19.2"O.C. BLOC IN NAILED O U 3 FLR TO FLR / W S5 CONN. G.W.B.TYPE X m TYPICAL EXTERIOR WALL: SHEAR 4 (TABLE R702.3.5) TOP FLANGE \ NAILING �C S5 JOISTS HANGER 2x6 TOP PLATES OVER 2x6 R-38 FLOOR STUDS @ 16"O.C.OVER 2x6 INSULATION �� V BOTTOM PLATE OVER FAMILY RM. UTIL. GARAGE STRUCTURAL RATED HILINE HOMES SHEATHING.WRAP HOUSE 9Y2"i-JOISTS @ 1130662ND AVENUE WITH AN APPROVED WATER 19.2"O. 3/4'T&G SUB-FLOORING. PUYALLUP WA,98373 RESISTANT BARRIER(R703.2) APA RATED 48/24 GLUED& (253)770-2244 ext.129 R-38 FLOOR NAILED l _ INSULATION PLAN: 1881 X. DATE: 2/5/13 I I BLACK 6 MIL. P Y VISQUEEN JOB#: 10105843 VAPOR BARRIE THROUGHOUT CRAWL SPA t `-- A2 1 TYPICAL TYPICAL 2 BUILDING SECTION A-A S5 FOUNDATION PONYWALL S4 WOOD FIBERGLASS COMP. BRACKETS SHINGLES CLASS"B"MIN. (FRONT ONLY) RIDGE VENTING SHAKE SIDING N E 12 „ E BELLY BAND 5 - 1 £ � i ® o_ .. --RIDGE VENTING % ,� J L ---------- -- — �\- ----- RIDGE VENTING = _ -- - --- - 8 ---- —----.._ _ O ........................... ......... .......................... ....... .................. ............................ - �2 ............... --.--_ _-._�_ ..... .-_ _.:._ - _.........W..._.-. .:. H� I M H 1113130 04 E H — ---.._ STONEJD Z �WRAPPED TAPER ❑❑❑❑❑❑❑❑ Zww < N COLS. ❑❑❑❑❑❑❑❑ OH -N uj O 36"HIGH WOOD---/ Y LEFT ELEVATION RAIL(4"MAX. FRONT ELEVATION �� w 1/8"= 1'-0" PICKET SPACING) < z M Ow ADDRESS MUST BE LOCATED SITE ADDRESS: Z.% o ON THE HOUSE WHERE IT IS EASILY LOT 14 = SEEN FROM THE MAIN ACCESS ROAD P (OWNER RESPONSIBILITY) ORT ANGELES, WA 98362 —RIDGE VENTING 2x6 BARGE BD. W/1x2 TRIM LL Z —RIDGE VENTING O O RIDGE VENTING0� - - - w Q ............ . t..� .. - ... ........ - — — —.— . ..: /� w w J w 5/4 x 6 CORNER TRIM -- -- CEMENT LAP SIDING FINISHED GRADE BY ❑ HILINE HOMES OWNER SHALL SLOPE S.G. S.G. 30662PU AVENUE AWAY FROM BUILDING 6" 253)77 -2 44 98373 (253)770-2244 ext.129 IN 10'-0"MIN. PLAN: 1881 RIGHT ELEVATION REAR ELEVATION DATE: 3 JOB#: 101058058 43 1/8"= 1'-0" NOTE: A3 EXTERIOR APPEARANCE WLL VARY BY SIDING CHOICE,MATERIAL AVAILABILITY AND BUILDER DISCRETION. MFR. TRUSSES @ 24"O.C. 2x VENT BLOCKING W/BORED INSULATION HOLES & INSECT SCREENS. CONT. BEHIND NAIL W/8d NAILS @6"O.C. JOISTS @ -CONTINUOUS E THROUGH ROOF SHEATHING. T WALLS 19.2"O.C. 2x4 PLATES E TOE-NAIL BLOCKING TO EACH 2x4 STUD TRIMMER U.N.O. PONYWALL w TRUSS W/(1) 10d NAILS EA. c _ END OF BLOCK. (INTERIOR WALL) d� C$ J� 8 a BUILT UP = 18 2x6 DRYWALL HEADER BACKER z FASTEN BLOCKING TO TOP PLATE W/ 2x6 STUDS @ 16"O.C. Z-0" "SIMPSON"RBC EXTERIOR WALLS MIN. CLIPS @24"O.C. FILL " FOOTING "" (�,k; N ALL NAIL HOLES. 1 Z_* co TRUSS TAILS INTERIOR WALL DETAIL -W SIMPSON"H"CLIPS 2 CRAWL ACCESS DETAIL zw Q Lo PER S3 SHEET. FILL TYPICAL NTS 3 O f- N ALL NAIL HOLES. TYPICAL NTS (n(o v) 2x6 TOP PLATE Y V w EAVE END DETAIL oW Q M TYPICAL NTS z Q O WN FULLY INSULATED 2x6 DOUBLE _rn o_ CORNER TOP PLATE INSULATION V_ J 2x6 VERTICAL 2x4 DRYWALL BACKER OR 2x6 FLAT J CLIPSDRYWALL EXT. 2x6 STUDS @ 16" SHEATHING (i Q O.C. EXTERIOR WALLS ~ W EXT. CORNER DETAIL GABLE END HEADER DETAIL U 4 TYPICAL NTS TYPICAL NTS ry 2x6 DOUBLE Q TOP PLATE HILINE HOMES 11306 62ND AVENUE R-10 RIGID PUYALLUP WA,98373 INSUL. (253)770-2244 ext.129 2x NAILER PLAN: 1881 DRYWALL— - DATE: 2/5/13 EXT. JOB#: 10105843 4x HEADER SHEATHING U.N.O. INSUL. HEADER DETAIL A4 5 TYPICAL NTS NOTE: ATTACH MAIN LEVEL FRAMING TO FOUNDATION W/ 1/2"x 7" 1. FOR SEISMIC DESIGN AREAS D0, D1 AND D2,WHERE UNBALANCED BACKFILL DOES HILTI QB-TZ ATTACHED TOA 1/2" COUPLING, ATTACHED TO NOT EXCEED 4'-0"AND FOUNDATION WALL DOES NOT EXCEED 4'-6" IN HEIGHT, A 1/2"THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO FOUNDATION WALL IS PERMITTED TO BE 6"THICK W/(1)#4 CONTINUOUS REBAR ul E A"SIMPSON" LTT20B HOLD DOWN ATTACHED TO MAIN WITHIN TOP 12"OF FOUNDATION WALL. (IRC SECTION R404.1.4.2, EXCEPTION 3.) 0 E FLOOR FRAMING PER MANUF. INSTRUCTIONS. USE A 2" w d WASHER AND 1/2" NUT. 2. WHERE THERE IS MORE THAN 4'-0" OF UNBALANCED BACKFILL WALLS MUST BE o LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING ATTACH UPPER WALL WALL l=o II FRAMING TO LOWER WALL FRAMING W/ 3. FOUNDATION SUB-CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH "SIMPSON" CS14 STRAP CONTRACTOR AND BUILDING DEPARTMENT. _ it FOR (U.N.O. ON SHEET S2). 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS ATTACH SHEATHING RIMBOARD EDGES AT SOLE PLATE AS SHOWN ON PLANS. WHEN PLANS CALL FOR A HOLDOWN AND THERE IS A ii OPTION CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION !� AND TOP PLATES W/8d TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" COUPLER ATTACHED NAILS @ 4"O.C. TO A THREADED ROD OR AN ASTM A 307 BOLT. CONNECT TO MAIN LEVEL WALL U_ � DETAIL A BOTTOM PLATE WITH A"SIMPSON" LTT20B HOLD DOWN (SEE DETAIL"A"). WHEN A z� o TOE-NAIL RIMBOARD W/ RIMBOARD IS USED, ATTACH WALL ABOVE AND BELOW WITH "SIMPSON"CS14 Z W Q Lo 10d NAILS @ 12" O.C. STRAP, U.N.O. ON SHEET S2 (SEE DETAIL"B"). O O 04 CV DETAIL B U.N.O. W o 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL Y cn ED v ATTACH O.S.B. CONNECTION IS ENGINEERED. WHERE 1/2"ANCHOR BOLTS ARE MISSED PER PLAN Y U o SHEATHING TO TOP TOP FLANGE JOIST HANGER TO HANG OFF OF THEN A REPLACEMENT IS ALLOWED PER S1 GENERAL NOTES. THIS PLAN IS Q Q PLATE W/8d NAILS PER THE DOUBLE TOP PLATE OF THE CRIPPLE WALL. INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE z Q SHEARWALL PLAN " ATTACH HANGER PER MANUF. SPECIFICATIONS. PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET W N O NAILING. NAIL TOP IN HEIGHT. =rn a PLATES TOGETHER W/ SEE DETAIL W ABOVE ` FRAME ALL EXTERIOR 2x STUDS 2x BOTTOM PLATE 10d NAILS @ 12" O.C. WHEN HOLD DOWNS ARE WALLS AT CRIPPLE @ 16"O.C. s SPLICES ARE TO BEA a'T&G PLYWOOD _ REQUIRED WHERE A WALL PERIMETERS � MIN. OF 48"ATTACHED CRIPPLE WALL IS USED. PER DETAIL 1 ON S4 SUBFLOORING Z W/ 10d NAILS @ 6"O.C. _O J L 11 �- Q SHEATHING LAPS / \ ZI \ Q l-_ TOP PLATE ` Z W ATTACH O.S.B. Q ( O LL Q SHEATHING TO = (D w 1� W MUDSILL W/8d NAILS S PER SHEARWALL a !1 i � ,L U) Q PLAN NAILING. ' 0 ' Z -_ ATTACH MUDSILL HILINE HOMES v g Q' 11306 62ND AVENUE X U_ PUYALLUP WA,98373 TO FOUNDATION ` s % e Q v Q WITH "'ANCHOR ` z m ¢ I = _I I= — — = =! =I (253)770-2244 ext,129 BOLTS SPACED PER PLAN. SEE S1 PLAN — _ _--= I — __ I PLAN: 1881 GENERAL NOTES. _—_ — --______ _--_ —�___ _� I=_ —� �- DATE: 215/13 I itlI1=---1 -El I I E1 I I=- =1 I - - I - -il-=_ 1=!1 -� STEPPED FOUNDATION / CRIPPLEWALL A6 SHEAR TRANSFER TO PRESCRIPTIVE FOUNDATION NTS 41'-11" 14--93"('12"FTG.) 11. 20' 4 6-3 -93 4,.(-15" FTG.) 2 ---------------------------- (*15"FTG.) START JOIST LAYOUT E HERE @ 19.2"O.C. (0 .� E w 0 TOP FLANGE JOIST 0 T E.. HANGER. MUDSILL a it 24"x24"x12" 0- >- FLUSH TO INSIDE ~ TYP. STOOP BY OWNER U) FOUND, A t cn o FOOTING MAX.7%�RISE, CN CONC. A > 0 ER A MIN.36"SQUARE I=D (IRC,R311.3) I-JOISTS @ 19.2" C: Lr) C) 7 10, 2 23'. 2 L 4 4 — - - - - - - - - - - - — J !CD b LO 04 6x6 POST 16-7 & Z— co -6'! co 3' 3-7" to 6" 04 -w z w < In t9 I MN (CO4 JOISTS V-3" 30"X30 U. BEAR ON CONC. — — — Li I U) U) 13 r . c 2x4 PONY ? IN D .1 ,1, ! lu) -, " C? 4 FOOTING w i I WALL OVER 9i . (D c, r 8 8141 , j: F- 12"X 6" 2 co 24"x24 x12" cl) Z col < CONT. ATTENTION CONCW 1%-3 FO I FT Z.5 W FOOTING: SIMPSON"STHD10 HOLDOWN U. SEE DETAIL 4 ON SHEET S5. C:) W 04 0 (A (TOTAL 2) 18-'X24"INSULATED DOOR 6" CRAWL ACCESS W/TIGHT in co 2 SIMPSON"STHD14 HOEDOWN 4 V-3 A FITTING DOOR.OFFSET Afl, cl, SEE DETAIL 4 O SHEET S4. JOIST FOR CLEARANCE. 30"x30"x12" (B (? (TOTAL 4) C'6MIL VIS QUEEN VAPOR 0"x30"xl2" CONC. BARRIER THROUGHOUT /-3 CONC. FOOTING FOUNDATION FOOTING WIDTHS CRAWL SPACE.;LAP 9 FOOTING VARY ON THIS PLAN. PLEASE iv L i I SPLICES 12'?MIN. 0 VARIFY FOOTING WIDTHS. S T T "S EE (TOTAL I TI j "Sl� SEE I B (TOTAL -FOL VARY VARII 0 4"CONC.SLAB ON L -i L -1 04 F13 III COMPACTED GRAVELLL. r cli < < -IN 4, 9 SLOPE SLAB DN,2"To GAR. 9 11-11 , . 5'-1 1 6-011" C) zo 16 0 16" 16 DOOR. 'NS5,7 FOUND. �1- I,-\ Z C9 24"x24"x12" I I6" 6" CONC 0 IN FOOTING LL lk 'k 24"Ox12"CONC. A HILINE HOMES PIER W/POS. IB JB JB B 11306 62ND AVENUE CONN. v 00AHAR 41 PUYALLUP WA,98373 (2 3)770-2244 ext.129 4'-102 T-10" 16'-3" T-10" O ov.W le 18'-0"(-12"FTG.) 23'-11" 15-FTG.) PLAN: 1881 DATE: 2/5/13 JOB#: 10105843 rG /- ,36110-D CSS� FOUNDATION PLAN ONAL si 1/8"= 11-01, L) F r /� \ N � E 0 l \cl w (a C'M E o F-r-D C. o ul \ �� \ \ �_v //............... MODULE - 11 04 Z— co cl) COO O-W < Lo ("o C14 U) A Af U) W 'o �4�0,S,B,ON \A GARAGE SIDE `t w Z cl (o U) \MODUL\F,- I < < ow .� ZWCN 0 GENERAL LATERAL NOTES CD, a- MODULE - I 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2. O.S.B.WALL SHEATHING 7/16"MINIMUM ONLY FOR EXTERIOR SHEARWALLS. NAIL SHEARWALLS PER EXTERIOR SHEARWALL DETAIL 1 ON SHEET S4 U.N.O. LEGEND A ------ < z 3. NAIL ALL TOP PLATES TOGETHER WITH 10d =SHEARWALL SEGMENT NAILS @ 12"O.C.AND AT SPLICES W/10d < L) < NAILS @ 5"O.C.ON FIRST FLOOR,6"O.C.ON B (B )B B SECOND FLOOR. LAP SPLICES A MIN.OF 48" 2 3 TYPICAL, NAIL ALL BOTTOM PLATES TO ATTENTION WFLOOR SHEATHING AND MUDSILL W/(2) 10d NAILS EACH STUD BAY. "SIMPSON"STHD10 HOLDOWN SEE DETAIL 4 ON SHEET S5. 4. FASTEN ALL O.S.B.SHEARWALLS W/8d fA (TOTAL=2) NAILS @ 6"O.C. EDGE AND 12"O.C. FIELD. U.N.O.AT GARAGE PORTALS: FASTEN ALL = "SIMPSON"STHD14 HOLDOWN OSB SHEARWALLS W/8d NAILS @ 4"O.C. SEE DETAIL 4 ON SHEET S4. 312qfi� (B HILINE HOMES EDGE AND 12"O.C. FIELD U.N.O. (TOTAL=4) wdIoA13 io 11306 62ND AVENUE PUYALLUP WA,98373 5. WHERE PLAN REQUIRES SHEATHING TO BE <) S/ lWi e. (253)770-2244 ext.129 ATTACHED TO THE MUDSILL ON THE PONY PLAN: 1881 WALLS PER SHEARWALL DETAILS, PONYWALL STUDS MAY BE OFFSET TO DATE: 2/5/13 ALIGN W/ONE EDGE WHEN A 2x6 MUDSILL IS JOB#: 10105843 USED.THIS WILL ALLOW FOR THE REQUIRED MUDSILL ATTACHMENT.SEE PLANS FOR THIS REQUIREMENT. SHEAR WALL PLAN S2 1/8"= 1'-0" E 0m u E W r"SIMPSON"HURRICANE 0 c LEGEND CLIPS H-1 (OR) H-2.5A UP TO CUT ROOF 2 x 4 LOOK- � d o ® = CUT OUT FOR VENTING. KITCHEN=8"x8"FOR 85 mph, EXPOSURE'C'. H-10 SHEATHING BACK OUTS @ 48" J HOOD VENT. BATHROOMS=4"x4",AND UTILITY ONLY BEYOND 85 mph. 1"FROM PEAK O.C. ��D = ROOM=6"x6"FOR WHOLE HOUSE FAN. BOTH SIDES g 4c8 DF.#2x TO =GUTTER DOWNSPOUT LOCATION i = NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET r .LjljIi-` .. \.. ... ROCK ATTACH.ATTACH STUDS TO TRUSS BOTTOM CHORD W/(2) 10d NAILS AT EA. FRAMED UP STUD. \DAG 4 5:12 �/ . .. .. ....... ._ ....... .. i i 0! .... ...... V,� cv I� d ZTt M ._....... ......... __. — ap w rn ....... . ........ L. ............... O� � N 04 ..._. ......... ........ . .._ U U)U) L.. V W CUT ROOF �#' I ~ —H co ).... ............ SHEATHING BACK RIDGE VENTING. 'I >.... w 1"FROM PEAK I I w - co 5 12 �.� �...... - Z Q BOTH SIDES _ .x o W c14 a 0 i ..... W SCISSOR TRUSSES: cn @,24"O.C. , cn D ... ...... i4 0' L V BEAR TRUSSES.ON FRONT �..... �O ... v ___ ALL INCLUDING BAY WINDO O Z ........... ......... CC .. .....__.. _.... _ G Ax8 x 2 4x8. 2 I.J.... ................. Z ? 4x10 D.F.#2 O WLL J 2 4x10 D. .# z ..... ... .... . .� ....... ...... LL.� .-- > 5:12 O PLAIN LP �............................ ......... n/ 4212 .F.#2 3(z4��3 HILINE HOMES 11306 62ND AVENUE vAFIA(3 PUYALLUP WA,98373 O 4,0 (253)770-2244 ext.129 �pL off.wnsii/ti e.G PLAN: 1881 = DATE: 2/5/13 JOB#: 10105843 h � ISl'1 CSS7UNAL ' NC` ROOF FRAMING PLAN S3 1/8"= 1'-0" r SOLID BLOCKING AT BEARING NOT NAIL TOP PLATES —may REQUIRED WHEN JOISTS ARE TOGETHER W/10d HUNG ON THE MUDSILL U.N.O. NAILS @ 12"O.C. I� �•I "SIMPSON"ABU44 DOUBLE TOP PLATES FLOOR JOIST BIRD BLOCKING. (OR) W/AMINIMUM48"LAP �1 CONT. BLOCKING. AT SPLICES. CONNECTOR OR EQUIVALENT c „ INSTALLED PER MFR. 4x4 POST PER E NAIL THROUGH ROOF I I• I,I 2X4 WALL @ 19.2" O.C. ATTACH JOISTS TO F1�N W w= SHEATH.W/8d NAILS STUDS DIRECLTY TOP PLATES W/(2) INSTRUCTIONS.ATTACH TO E @ 6"O.C. BELOW JOISTS TYP, 10d NAILS AT EA. j 0 CONCRETE PIER PER PLAN W/ SHEATH PONY BEARING POINT TYP. o NAIL MIN.7/6"WALL I•I I I I WALLS AT INTERIOR 2x TREATED PLATE 5/8"X 6""SIMPSON"TIT HD c SHEATHING W/8d SHEAR WALLS ONLY (OR)zx PLATE OVER OR EQUIVALENT. =m 12"x6"CONTIN. VAPOR BARRIER ■�0 COMMON NAILS @ 6" I I I FOOTING.NO REBAR 2q 8 Yi'ANCHOR BOLTS @ _ Z tl O.C. EDGE AND 12"O.C. __ PER I.R.C.SECTION 6'O.C.W/3"x3"x4" I I I 5 R403.1.3 U.N.O.ON FIELD(U.N.O.ON S2 WASHER U.N.O. SHEET) THE S1 SHEET. I I—I I I II l� 2x STUDS @ PONY WALL DETAIL LI v NPICAL NTS 16"O.C. FASTEN BLOCKING TO TOP BOTTOM PLATE O.S.B. PLATE W/"SIMPSON"RBC CLIPS 24"O.C.FILL ALL04 2x MUDSILL STOOD NAIL HOLES2x VENT BLOCKING W/BORED HOLESUPRIGHT &INSECTSCREENS.NAIL8dNAILS@ th(2)10d NAILS (OR) 6"O.C.THROUGH ROOF SHEATHING. I i — W 00EACH STUD BAY LOCKEJ TOES W/(1)CKINGLS EACH POST TO PIER CONN. ZwaNTRUSS W!(i)10d NAILS EA.END OF BLOCK.ENGINEERED �L_ "SIMPSON"ABU44 W/TITEN NTS O~ NCONNECTION _ ___... ......._ _......_ _. _......____ ~ w FROM MUDSILL TO - • BATTEN INSULATION BOARD Y -i h PRESCRIPTIVE W/1"AIR SPACE FOR (� LLI c) FOUNDATION.SEE VENTILATION. CO CONNECTION I FOUNDATION Z "SIMPSON Q M Q DETAILS ON S4 - "' S3 SHEET.FILL ALL NAIL 0 W EXTERIOR S H EA R WA L L (2)2X6 TOP PLATES W/MIN. HOLES. CHORD. CLEAR BOTTOM CHORD.D.(WHERE ��'� 1 48"LAP.ATTACH W/1O REQUIRED AT VAULTSO NAILS @ 12"O.C. ) ; ) ZL�I1 2 W NO d TYPICALLY AND AT 6"O.C. / po OVER PRESCRIPTIVE FOUNDATION WALL NTS AT LAPS. OUAi(n A EXTERIOR WALL TYP.WALL SHEATHING: J" STUDS @ 16"O.C. (2)2X6 TOP PLATES W/ SHEATH W/MIN.7/16"O.S.B. J ATTACH BOTTOM PLATE MIN.48"LAP.ATTACH W! ` ATTACH TO WALL STUDS BIRD BLOCKING OR TRUSS -� STOOD UPRIGHT OR W/10d NAILS @ 8" 10d NAILS @ 12"O.C. DIAPHRAGM O.C. TYPICALLY AND AT 6" CONNECTION BOTTOM CHORD. NAIL BLOCKED W/ed NAILS @ 6" O.C.AT LAPS. DETAIL PER PLAN O.C.EDGE AND 1G O.C. THROUGH ROOF SHEATH. — FIELD.SHEATHING MUST BE _ _ W/8d NAILS @ 6"O.C.AT I " it�/"MANUFACTURED"I" NP.WALL SHEATHING: i ATTACHED 70 MUDSILL.SEE JOISTS AND RIM JOISTS S2 SHEET FOR ADDITIONAL �I UNLESS NOTED OTHERWISE, , 3G)10 EAVE ENDS I I I III REgU1REMETS. Ij PER PLAN. SHEATH BOTH SIDES W1 MIN. OR WALL STUDS EXTER(@ 16 O.C. OAC r<</STLK�� rn III• 1/2"G.W.B.ATTACH TO WALL S G `+ GARAGE HEADER W/ STUDS STOOD UPRIGHT OR S�UNAL LN ` MIN.6"BEARING ATTACH ALL BOTTOM BLOCKED W/TYPE S OR INSULATION PER LAP WALL SHEATHING AT TYPE W DRYWALL SCREWS PLATES WI 10d NAILS THE A2 SHEET NAIL TOP PLATES TOGETHER PLATES.LOCATION MAY 4"EDGE AND 4"FIELD. VARY DEPENDENG ON WALL 8 O.C. FIRE TAPE ALL SEAMS.SEE W/10d NAILS @ 12"O.C. U.N.O. I HEIGHTS.ATTACH WALL FLOOR SYSTEM: THE S2 SHEET FOR FLOOR SYSTEM: SHEATHING AT BOTH THE 3/4"MIN.T&G SUBFLOOR ADDTIONAL REQUIREMENTS. 314"MIN.T&G SUBFLOOR w NAIL W/8d COMMON NAILS I I I I I I III• TOP OF THE MAIN LEVEL GLUED AND NAILED TO GLUED AND NAILED TOO I• WALL AND THE BOTTOM OF JOIST W/Bd @ 6"O.C. Q @ 4"O.C. EDGE AND 12"O.C. EDGE&12"O.C.FIELD. HOLDOWN JOIST W/8d @ 6"O.C. } THE UPPER LEVEL WALL. FLOOR JOISTS PER PLAN CONNECTIONS MAY BE EDGE&12"O.C.FIELD. FIELD(U.N.O.ON S2 SHEET) )I I I I I I REQUIRED-: EE THE S2 FLOOR JOISTS PER PLAN @ 192 O.C. SHEET FOR TYPE AND @ 19.2"O.C. 2x MUDSILL TO HANG OVER 2x STUDS @ 16"O.C. I I (O.S.B. I I LOCATION. FOUND.APPROXIMATELY Y{'. ATTACH SHEATHING TO (2) 10d NAILS EA.STUD BAY ( III I (VERTICAL I I, HOLDOWN INSULATION PER ATTACH G.W.B. MUDSILL W/8d NAILS @ 6"O.C. BLOCKED( CONNECTIONS MAY BE THE A2 SHEET. SHEATHING TO BOTTOM (U.N.O.ON S2 SHEET). ATTACH SHEATHING TO I (PANELS , I REQUIRED.SEE THE S2 PLATE AND MUDSILL WI MUDSILL AND BOTTOM PLATES W! I I I SHEETfORTYPEAND TYPESORWSCREWS HILINE HOMES LOCATION. e n 4"O.C.EDGE AND 4"O.q 8d NAILS @ 4"O.C. I ( FIELD. ( I 11306 62ND AVENUE In ENGINEERED CONNECTIOAjNI. PUYALLUP WA,98373 "SIMPSON"STHD14 HOEDOWN. I I I I /,.I �d I (253)770-2244 ext.129 ATTACH PER MFR.SPECS. _ 1 SLAB GE �i L Wr YZ"xII ANCHOR BOLT W/L 64"0'x ji SEE GARAG ATTACH MUDS( ENGINEERED �--SEE HOUSE _ I DETAIL FOR IZE PLATE WASHR @ '- ' ��i,' _ P.T. MUDSILL II I I I 1 FOUNDATION _ II" ENGINEERED I I AND REBAR U N O.ON S1 SHEE • PLAN' 1881 CONNECTION- I � j( I FOUNDATION —III jj:. ( T)• _ 0 I II 0 SEE FOUNDATION I -I ": I DETAIL FOR SIZE CONNECTION- I — jI. I REQUIREMENTS. EMBED BOLT 7"MIN.(Do DATE: 2/5/13 Ivl.. 141 II Y2"x10"ANCHOR BOLTS I II ' SEE FOUNDATION 1 =I I I I I DETAIL 1 —I I .j( 1 AND REBAR ti NOT COUNTERSINK.) DETAIL. I _—I _ -Fjl 1 JOB#: 10105843 --�____�__- (_III II - I REQUIREMENTS. 1= II. • 1 w/Y;'x3"WASHER ZI1J SILL CONNECTION #4 HORIZONTAL REBAR 1 z 7 HUNG JOIST NTS SHEARWALL DETAIL LI. 4 EXTERIOR WALL FRAMING ��GARAGE FIRE WALL FRAMING S4 SIMPSON STHD14 AT GARAGE NTS TYPICAL WALL FRAMING SECTION NTS GARAGE/HOUSE SEPARATION WALL NTS JOISTS HUNG TO FOUNDATION WALL JOISTS HUNG TO FOUNDATION WALL FLOOR SYSTEM: 3/4"MIN.T&G SUBFLOOR GLUED AND NAILED TO JOIST w/8d @ 6"O.C.EDGE& 12"O.C.FIELD.FLOOR JOISTS PER PLAN ATTACHMENT @ 19.2"O.C.HUNG W/TOP FLANGE JOIST 2x BORATE TREATED MUDSILL !n c y PER SHEARWALL HANGERS. (OR)2X PRESSURE TREATED 0 E w x° DETAILS 4"CONCRETE SLAB OVER E ATTACHMENT PER COMPACTED GRAVEL FILL � o ENGINEERED SHEARWALL II N CONNECTION- I 2x BORATE TREATED MUDSILL DETAILS r ATTACH MUDSILL Z " (OR)2X PRESSURE TREATED Z 0 (2) 10d NAILS EA. ��p W/ 1/2"x10" ENGINEERED STUD BAY INTO RIM 8 �; 6.. REBAR REQUIREMENTS: CONNECTION- `O SLOPE ANCHOR BOLT W/ = jj. " REBAR REQUIREMENTS: BOARD = 1/4"x3"x3"PLATE SLOPE '� USE(1)#4 HORIZ.BAR WITHIN ATTACHED MUDSILL 121<� USE(1)#4 HORIZ.BAR WITHIN WASHER.EMBED j� 12"OF TOP OF STEM WALL. W/ 1/2"x10"ANCHOR 6"IN 1p BOLT A MINIMUM 7 z 6"IN j WHERE A CONSTRUCTION BOLT W/1/4"x3"xW z I I—I j� 11��=111- 12"OF TOP OF STEM WALL. tI jj dj 11'111 _II WHERE A CONSTRUCTION TOE-NAIL RIMBOARD INCHES(DO NOT Z JOINT EXISTS USE(1)#4 VERT. PLATE WASHER. —) ( I 1 —III j) REBAR @ 48"W/STANDARD EMBED.BOLT A I 11 -111'_111- JOINT EXISTS USE(1)#4 VERT. TO TOP PLATES W/ COUNTERSINK.) (=) 00 HOOK.EXTEND 14"MIN.INTO MINIMUM OF 7 -) j� 111�111111�, REBAR @ 48"W/STANDARD 10d NAILS @ 12'O.C. iv I — )' _ _ 111 _ HOOK.EXTEND 14"MIN.INTO jj STEM WALL.(IRC R403.1.3) INCHES(DO NOT I- jj STEM WALL. IRC R403.1.3 REBAR#4 CONT. -I COUNTERSINK,) - _. 1�- ( ) (�N rr IN FOOTING =•J.. _ �p 6 MIL POLY VAPOR BARRIER. _ ; 11 OSB TO LAP AT TOP Z�*LO M I _ c� PLACE THROUGHOUT CRAWL USE(1)#4 CONT. _ t _ i _ - 1- PLATE 00 —I— _ SPACE.LAP SEAMS 12"AND REBAR I 6" -i - -I-I Z W Q u> DRAINAGE SYSTEM - EXTEND 12"UP WALL.DAMP IN FOOTING I W < N WHERE REQUIRED — 6 -� I I- - * 10d NAILS 12"O.C. co PER LOCAL CODES. 1 "(*12") PROOF EXTERIOR FOUNDATION DRAINAGE SYSTEM 15 ( 12) INTO TOP PLATES O U N (HOME OWNERS WALLS.(IRC R408.2) WHERE REQUIRED PER Y~ _ � RESPONSIBILITY) FOOTING WIDTHS MAY VARY.SEE LOCAL CODES. HOME FOOTING WIDTHS MAY VARY.SEE 8d NAILS @ 4"O.C. Y U~ (W') c) OWNER RESPONSIBILITY) HE S1 SHEET FOR FOOTING SIZES. THE S1 SHEET FOR FOOTING WIDTHS. 0 W FOUNDATION DETAIL GARAGE FOUNDATION DETAIL FRAMING DETAIL za of 1 MAX.4'-6"WALL, MAX.4'-0"BACKFILL NTS MAX.4'-6"WALL, X.4'-0"BACKFILL NTS �FLOORO FLOOR CONN. NTS =o PRESCRIPTIVE FOUNDATION NAIL FLOOR PRESCRIPTIVE FO NDATION SHEATHING TO NAIL TOP PLATES BLOCKING W/(3) 10d TOGETHER W/10d NAILS EACH BLOCK NAILS @ 12"O.C. I� �) J II II Q O.S.B.GARAGE SIDE SECTION OF WALL FASTEN W/ I I � +C as ` � � v NAIL BLOCKING TO :D W 8d COMMON NAILS @ TOP PLATE W/(3) 10d 6"O.C. EDGE AND 12" I NAILS EACH BLOCK 00 >�► L.n/L Q O.C. FIELD(U.N.O.ON S2 SHEET) v Ulf' U) 2x STUDS I•I /� V @ 16"O.C. O.S.B. 3 24 1 SIMPSON STHD10 I STOOD I I ` '3 HILINE HOMES HOLDOWN UPRIGHT `0 NVIA13`1l P130662PWA,98373 2x MUDSILL ( I I I (OR) I I O� p< %VAs// r (253)770-2244 ext.129 BLOCKED (2) 10d NAILS EA, PLAN: 1881 STUD BAY _ ENGINEERED DATE: 2/5/13 CONNECTION FROM I JOB#: 10105843 i q I PRESCRIPTIVE`° 36110.MUDSILL TO FOUND. i o i•. ;; O�. r4�i/S - ���� .v FOUNDATION +'. �� SEE CONNECTION . . , DETAILS ON S4 csS�UNnL�N� SHEARWALL DETAIL S5 SIMPSON STHD10 NTS n s JU] E U E W � 0 E ,/� — — - ` � � o_ N J_ sm o = a EA 'Tp- O I TK oA K \ I � T� U Lo N /ISD/C� F _ z cl, TK z N V O� N ---- Y U) Ilr�l \ - �� wO Y Ii IIL I ~ Owa � Z.5 1 WHOLE HOUSE FAN \ Ll l C:) a W/TIMER SWITCH& _ T \ VENTED WINDOWS IN _ HABITABLE ROOMS. � I IRC§M1555 / WP �. �' ELECTRIC SYMBOLS $ LIGHT SWITCH SURFACE MNT. LIGHT — — — — — — - �� vJ Q� 110 V. DUPLEX OUTLET f> RECESSED DOWN LIGHT I .Qp W Qf� 220 V.OUTLET ® EQUIPMENT CONNECTION / I� J WPO WEATHERPROOF OUTLET (t SMOKE/CARBON MONOXIDE DET. ( W GRO GROUND FAULT INTERRUPTER SMOKE DETECTOR \ RECESSED CAN LIGHTS 1� � HEATER/FAN COMBO-V.T.O. Q TELEPHONE JACK D TELEVISION OUTLET ZONED ELEC. HEATER G �.r HI INE HOMES �\ 113 6 62ND AVENUE PUY0 EXHAUST FAN-V.T.O. 253 L 0-2 WA,98373 `� � V (253) 70-2244 ems.129 V `f NOTE �C 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, �� �� �'1� °�� DAT 2/5/183 OUTLETS, LIGHTS, OPTIONS, ETC. MAY VARY PER BUILD AREA AND ELECTRICAL CONTRACTOR. n� JO #: 10105843 2. EXACT LOCATIONS OF HVAC SUPPLY AND RETURN VENTS MAY VARY PER BUILD AREA AND HVAC CONTRACTOR. " ELECTRICAL PLAN El 1/8"= V-0" .... criptrve Energy Code;.Compliarice for;Single;Family and. Duplex Housing :Zone.1.. Project In..formatidV Contactanformat on KW Hendrickson project HLH #1881 HiLine Homes Rolling Hills Estates Lot 14 253-840-1849 Port Angeles, WA 98362 This set:of forms has:been developed to,assist permit applicants documenting compliance with the:.. Washington.......Energy Code,.(2009 edition) ..... set::isfior structures built under he IRC:and;located in Climate Zo.ng, 1"' The followingfiorms provide.much of.the required documentation fog plan review The:details.noted here...;;. must also be Shown qn the drawings(WSEC104:2) Thls form is not a substitute for the:energy:code itself To:obtarn:a copy of the energy:code :goao ahe following we.b.addt088. httj://www.en Ywsuedu/code Glazing 72a 4 6 io Glazing U=Factor Door 9 z Vaulted: Wall Wall int Wall ext 5 Slab Option Area Ceiling 3 Above Below Below Floor on ° �. U Factor :Ceiling .. of:Floor:. Vertical. :Overhead Grade. Grade Grade Grad...:e.: :. .: ;: R=49 or ':>: R421 R-21 I 13% 0.34: 0 50 0 20 R.38 R-38:: Int:' TB :::R-10 .... .R=30 2 .. Acl .......... v.. R-4..... R-21 R 21 R-10 Q II 25% 0 32: 0 50 0 2.0 R-38 R 38... R 10. R-30 Adu: Int.: TB 2 R-49 or R 2.1 R 21 R 10 QQ III : Uniirruted 0 30. 0.500.20 R 38 R 38 7 -3 , Adv111. ::R See WSEC table:6=1 for footnotes ...... Glazing Schedule Attached to Document: F-] innot apply. (SEE INSTRUCTIONS) Using,Prescriptive Option II:I.All glazing and.doors.meetrraximum U-factor.Alternate heating size method submitted. ❑. Option.I or II, Glazing to floor area limit(WSEC 602 7.2): ❑ Area.weighted window,skylight or:door U-factor:(WSEC 602:7 ❑ As part of the heating system sizing calculation (IRC M1:401.3&WSEC 503.2:2) Radiant slab: :: ❑ R 10 foam insulation, continuous with thermal break(WSEC 502.1.4.9) Chapter:9 Options Total of:1 Credit Required 'Qpt Opt. Qescripfion .. . 1 a .::High;:Eff,iciency HVAC Equipment:1: ❑ 1b High:Efficienc .HVAC-Equipment:2: 1c High:Efficiency HVAC Eggipment 3 2 High:Efficiency HVAC:Disteibution:System; . 3a..: Efficient Building Envelope:1 0.5 3b.:::.Efficient Btlild.ing En.velope::2 <.:3c : Super=Efficient Building Envelope:3: 4a Air Lb.ikage::Control:and Efficient:Ventilation 4b Add'iti'onal Air Leakage Control.and:Efficient Ventilation ;. 5a. . Efficient Wates Heating ....:. G. J 5b High:Effieciency 1Nater.Heating 6 . SrnaII:Dwelling Umt :: 7 Laige:Dwell:ing Unit:: 8 ':. Renewable Electric Energy. .......... .. .. . TotaF Credits 10 . 0 WSEC Prescriptive Worksheet(2010 edition)Zone 1 WSUEEP10-010 Copyright 2010 TABLE 9-1 ENERGY CREDITS(DEBITS) OPTION DESCRIPTION CREDITS) la HIGH EFFICIENCY HVAC EOUIPMENT 1: Gas,propane or oil-fired furnace or boiler with minimum AFUE of 92%, 1 or Air-source heat pump with minimum HSPF of 8.5. lb HIGH EFFICIENCY HVAC EOUIPMENT 2: Closed-loop ground source heat pump; 2 with a minimum COP of 3.3. 1 C HIGH EFFICIENCY HVAC EOUIPMENT 3: DUCTLESS SPLIT SYSTEM HEAT PUMPS,ZONAL CONTROL: In home where the primary space heating system is zonal 1 electric heating,a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. 2 HIGH EFFICIENCY HVAC DISTRIBUTION All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is 1 not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80%is not permitted under this option. 3a EFFICIENT BUILDING ENVELOPE 1: Prescriptive compliance is based on Table 6-1,Option III with the following modifications: Window U.= .28 floor R- 38,slab on grade R-10 full,below grade slab R-10 full. 0.5 or Component performance compliance:Reduce the Target UA from Table 5-1 by 5%,as determined using EQUATION 1. 3b EFFICIENT BUILDING ENVELOPE 2: Prescriptive compliance is based on Table 6-1,Option III with the following modifications: Window U.=.25 and wall R-21 plus R-4 and R-38 floor,slab on grade R-10 full,below grade slab R-10 full,and R-21 plus R-5 below grade basement walls. 1 or Component performance compliance:Reduce the Target UA from Table 5.1 by 15%,as determined using EQUATION 1. 3c SUPER-EFFICIENT BUILDING ENVELOPE 3: WSEC Prescriptive Worksheet(2010 Edition) WSUEP10-010 Copyright 2010 Prescriptive compliance is based on Table 6-1,Option III with the following modifications: Window U.=.22 and wall R-21 plus R-12 and R-38 floor,slab on grade R-10 full, below grade slab R-10 full and R-21 plus R-12 below grade basement walls and R-49 advanced ceiling and vault. 2 or Component performance compliance: Reduce the Target UA from Table 5.1 by 30%,as determined using EQUATION 1. 4a AIR LEAKAGE CONTROL AND EFFICIENT Envelope leakage reduced to SLA of 0.00020 building and All whole house ventilation requirements as determined by 0.5 Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M1508.7 of that Code. 4b ADDITIONAL AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Envelope leakage reduced to SLA of 0.00015 building 1 and All whole house ventilation requirements as determined b 5a EFFICIENT WATER HEATING:' Water heating system shall include one of the following: Gas,propane or oil water heater with a minimum EF of 0.62. or Electric Water Heater with a minimum EF of.93. 0.5 and for both cases All showerhead and kitchen sink faucets installed in the house shall meet be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.Z 5b HIGH EFFICIENCY WATER HEATING:' Water heating system shall include one of the following: Gas,propane or oil water heater with a minimum EF of 0.82. or Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum 1.5 savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation(SRCC)Annual Performance of OG-300 Certified Solar Water Heating Systems. or Electric heat pump water heater with a minimum EF of 2.0. 6 SMALL DWELLING UNIT 1:' Dwelling units less than 1500 square feet in floor area with less than 300 square feet of window.+door area. Additions 1 to existing building that are less than 750 square feet of heated floor area. 7 LARGE DWELLING UNIT 1:' Dwelling units exceeding 5000 square feet of floor area shall _1 be assessed a deduction for purposes of complying with Section 901 of this Code. WSEC Prescriptive Worksheet(2010 Edition) WSUEP10-010 Copyright 2010 g RENEWABLE ELECTRIC ENERGY: For each 1200 kWh of electrical generation provided annually by on-site wind or solar equipment a 0.5 credit shall be allowed,up to 3 credits. Generation shall be calculated as follows: For solar electric systems,the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation noting solar access shall be included on the plans. 0.5 For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve;average annual wind speed at the site;frequency distribution of the wind speed at the site and height of the tower. Footnotes: 1. Interior Duct Placement: Ducts included as Option 2 of Table 9-1 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. EXCEPTION: Ducts complying with this section may have up to 5% of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post-construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 ft2 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Plumbing Fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads)shall comply with the following requirements: (a) Residential bathroom lavatory sink faucets: Maximum flow rate - 3.8 L/min(1.0 gal/min)when tested in accordance with ASME Al 12.18.1/CSA B125.1. (b) Residential kitchen faucets: Maximum flow rate - 6.6 L/min(1.75 gal/min) when tested.in accordance with ASME A112.18.1/CSA B125.1. (c)Residential showerheads: Maximum flow rate - 6.6 L/min(1.75 gal/min)when tested in accordance with ASME Al 12.18.1/CSA B 125.1 WSEC Prescriptive Worksheet(2010 Edition) WSUEP10-010 Copyright 2010 ................. ....... ..... ........... .................................................................. .............................. .......................................... lazing:: chedule . Project 1htormation.. Contact Information;: KW Hendrickson project HLH#1881 HiLine Homes Rolling Hills Estates Lot 14 253-840-1849 Port Angeles, WA 98362 Condi#coned Floor Area 3295 Sum of UA for Heating System Sizing 66 8 Sum of All Glazing Areas From Below 212 Glazing to Floor Area Ratio 6:42% ; 602 7:2 Exception Ratio(not to exceed 1%)� ... Exterior Doors Pian Componept Dogc. ..Pe�cent ::: Widfh Heighf. G.lazihd Door Door ::: ID Descnption Ref;: U factor Glazed :Qt .Feet::.:::::Feet:.�qn Area Area UA Entry 0.200 1 1 3 1 6 181. 20 0 4-.0: Garage Bomber Door ... .. ...... 0.200 1 2 8 6 8 1:7..8:....::::.... . : One Exempt Swinging:Door<.24 Square;Feet. Sum of:Glazing:Area, Door Area, and UA (do not include ekempt.door). 37 8 7.6 .... ,:.. Weigh(e Area :. d U UA/Are.a 0:2;0: Sum of Area and UA for Heating system s/ze only:(include exempt door):: '37 8 7;6: Vertical Glazing:(Windows, Glazed doors.usirig ---Aid-60112:641):. . , PlanGom.ponenf Glazing Width Height : Glazing ID:: ... D:escriptioia: Ref:...U:factor Qt. Feet �"�n:Feet "gin Area . : .UA:. Living Room 0.280 2 1 9 5 Living Room 0.280 1 5 5 Dining Room 0.280 1 5 5 ;:;:;:;:7O:Q: Kitchen 0.2801 4 3 s 1:4.0 3;92: Family Room SGD 0.280 2 6 6 10 82:0 :::'22:9.6 Bedrooms 2-3-Master Bedroom 0.280 3 4 4 48.0 %13.44: ......... ................ ...... ..... ......... .......... ........... .... .......... .......... ...... ... .... .......... ....... ...... ...... .. ........ .......... ......... ...... .. ... ........ .... ......... ......... ........ ..... .... ......................... ..... ........ .......... ......... . .... ........ .......... ....... .................... .. ... .......... ......... ........ .......... ......... ......... ..... ........ .......... ...................... .... . .......... .. ........ .......... .......... .... .......... .... ........ S ... um of Area:and UA 211.5 59:22: Area:. 0 28: .. .... . WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 . . Simple::Heatmg:System:Size::Climate Zone 1 Project`....mation Contact Information.;: KW Hendrickson project HLH#1881 HiLine Homes Rolling Hills Estates Lot 14 253-840-1849 Port Angeles, WA 98362 ... .. . .. Indoor Design:Temperature 70 Outdoor.Deslgn Temperature" " 28 Des:ign'Temperature pifferenee;(oT): 0Indoor Outdoor Design Temp 42. " Conditioned Floor:Area 3295 Conditioned Volume 15,048 ..... .. " , Glazing . Copy Sum""of UA:from G"lazing Schedule 67 .. . .... Attic.;: . U-Factor X Area" = UA R=49 :. 0:027. 1113 30:1 . . ... ..... .....R=38 Advanced Q:026 . ........ ..... Single"Rafter or:Joist Vaulted;Ceilings .. .... .... . '. U Factor :X: Area ;._ ;.UA" R.3$Vented:. " "" .0;02.. Abo�e.;Grade Walls U Factor X:; Area - UA R 21..: 0;056 1831 102 5 Faoors:...: U-Factor.X::""""Area UA R-30 :: 0::029 1113 ................,: .32 3 Below Grade Walls U:Factor :X: Area 2' Depth :Walls :: 0;042 .... 3.5 Depth :Walls 0:041 T Depth Walls .. .. Slab Below Grade F Factor X: Lengfh:.:: _ UA 2'::Deptl :. '0 59 . 3 5'::Depfh.: T::Depth: 0.57 Slab on:G:rade F Factor X;: Length _ UA: R10:2 .perimeter ::0 54 R-10:Full:" Heated SUm of.UA 232 Envelope:Heat Load .:::: ": 9729 Btu I;Hour Sum"of"UA X AT:" ".: . .... Air:Leakage Heat Load: 6526 Btu%;Hour :: ((Volume X 0:6).X 4T): :.018)) Build"II ir g Design Heat Load 16555 Btu>.H, .... .. .Air Leakage+Envelope Heat Loss .Building and Duct Heat Load 1.15 19038 Btu%:Hour 0 0 If ducts are:located:in unconditioned Space:.]S of Bu lding,Heat Loss:X;1 15 ..... if ducts are located:in conditioned space::Surn of Building Heat:Loss X 1;; Maxtmum:Heat Equipment Output 150% 28557 Btu/Hour Building:and Duct HeatiLoss X 1 50 . .. .. ......... ....... WSEC Prescriptive Worksheet(2010 Edition) WSUEEP10-010 Copyright 2010 A. Abrbus, Ph.D., P.E. HiLine Homes Page 1 of 26 PLAN 1881-13 30-PSF SNOW, 100 mph, Exp. C, & SDC D1] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS KW HENDRICKSON INC. SITE ADDRESS: LOT 14 PORT ANGELES, WA 98362 JOB NUMBER: 10105843 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB ABROUS, Ph.D., P.E. HiLine Homes Design & Engineering Department o� `r'^s%,y 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: Wabrous(cD-HiLinehomes.com r 1 4 Washington License No: 36110 CSS�UNALLN�'`c Oregon License No: 81419PE Note: The Above stamp applies to the structural members and assemblies described in the following Idaho License No: P-14132 calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes. 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES EXTENT OF DESIGN Structural specifications 2009 International Building Code (IBC) for Washington & 2010 Oregon Structural Specialy Code (OSSC) for Oregon 2009 International Residential Code (IRC) for Washington & 2011 Oregon Residential Specialy Code (ORSC) for Oregon REFERENCE CODES AND STANDARDS 2005 National Design Specification (NDS) American Society of Civil Engineers ASCE Standard 7-10 American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2008 Edition) Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 2 of 26 4. DESIGN CRITERIA GROUND SNOW LOAD: pg = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10(LIVE LOAD): pf = 21.0-psf MINIMUM ROOF SNOW LOAD PER COUNTY: pf = 25.0-psf ADOPTED FLAT ROOF SNOW LOAD (LIVE LOAD): pf = 25.0-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dwall = 15-psf INTERIOR WALL DEAD LOAD: Dwall = 10-psf SEISMIC DESIGN CATEGORY: SDC D1 BASIC WIND SPEED: 100-mph ASCE 7-10 DESIGN WIND SPEED: 130-mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500-psf Framing Material: No. 2 Hem-Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in MATERIAL SPECIFICATIONS: 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 2,500-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 11 Table C. Wind Design Criteria Page 12 Table D. Seismic Design Criteria Page 13 Table E-1. Wind Loads (house) Page 14 Table E-2. Wind Loads (garage) Page 16 Table F-1. Minimum Wind Loads (House) Page 17 Table F-2. Minimum Wind Loads (Garage) Page 19 Table G-1. Seismic Loads (House) Page 20 Table G-2. Seismic Loads (Garage) Page 22 Table H. Controlling Shear Loads Page 23 Table I. Wind Shear Wall Loads Page 24 Table J. Seismic Shear Wall Loads Page 26 Table K. Roof Diaphragm Load Calculations Page 28 Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 3 of 26 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1881. This two-story house is 1881-sf in area plus an optional two-car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low-Rise Building" method is used for determining wind loads. Wind design criteria are based on a 100-mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 4 of 26 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7-10, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The-building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 5 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right(STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS FOUNDATION ANCHORING SPECIFICATIONS (Wall Line.3) — Maximum Applied Shear per Tables I or J (lb) 4,770 Wall length under maximum applied shear per Tables I or J (ft) 24 Minimum number of anchor bolts when installed at 72-in o.c. minimum 2 anchors/mudsill 6 Maximum anchor bolt Load @ 36-in o.c. minimum 2 anchors per mudsill (lb) 795 Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 6-in embedment = 590-Ib per 2005 NDS Table 11E. Adjustment for 10-minute 944 wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) =944-Ib. Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12- in from end of mudsills with minimum 2 anchors per mudsill. SHEAR WALL HOLD-DOWN-SPECIFICAT IONS LOWER LEVEL (Module 1) Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (lb) 2,857 Maximum overturning tension due to seismic load per Table J (lb) 1,357 Allowable wind Tension Load for Simpson STHD14 Strap Ties at endwall location is 3,200-Ib 3,200 Allowable seismic Tension Load for Simpson STHD14 Strap Ties at endwall location is 2,685-Ib 2,685 At both ends of each garage portal, install Simpson STHD14 Strap Tie Holdowns per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing. (total of 4 STHD14s). Wall Line C (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (lb) 1,668 Maximum overturning tension due to seismic load per Table J (lb) 666 Maximum wind shear(V) per Table I or J (lb) 4,770 Maximum seismic shear(V) per Table I or J (lb) 2,201 Shear Wall Clear Height(ft) 8.0 Maximum Opening Height(ft) 6.8 Percentage of Full-Height sheathing (%) 87.0 Ratio of Maximum Opening Height to Wall Clear Height 0.85 Shear Resistance Adjustment Factor(Co) per 2005 NDS Table 4.3.3.4 0.83 Sum of Perforated Shear Wall Segment Lengths (ft) 20 Design Wind Shear Capacity of Wall (lb)-6-in o.c. 6,059 Design Seismic Shear Capacity of Wall (lb)-6-in o.c. 4,316 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold-Down Wind Tension Load, T=Vh/COFLi (lb) 2,299 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 6 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Anchorage Force for Wind Shear, v=V/COY-Li (Ib/ft) 287 Hold-Down Seismic Tension Load, T=Vh/COY-Li (lb) 1,061 Anchorage Force for Seismic Shear, v=V/COELi (Ib/ft) 133 Allowable Wind Tension Load for Simpson STHD10 Strap Ties at corner location is 3,140-Ib 3,140 Allowable Seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640-Ib 2,640 Where shown on the plan, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 2 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. on .SHEAR WALL.SHEATHING SPECIFICATIONS UPPER LEVEL All Wall Lines Maximum resistive unit wind shear load per Table I (Ib/ft) 389 Maximum resistive unit seismic shear load per Table J (Ib/ft) 197 SEISMIC Table 4.3A for 8d nails @ 6-in o.c. on edges., 12-in o.c. in the field, &framing @ 16-in o.c. per note 365 2. Adjustments 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear=(0.50)(0.93)(785) =365-Ib/ft. SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c. on edges, 12-in o.c. in the field &framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear= (0.50)(0.93)(560) 260 =260-Ib/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard specification. rx T SHEAR TRANSFER SPECIFICATIONS „G _ LOWER LEVEL - HOUSE All Wall Lines Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as -on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Lap bottom of Upper Level OSB panels 3/4-in. onto Main Level wall top plates and fasten with 8d nails @ 6-in o.c. per Floor-to-Floor Connection detail. Wall Line C (Over Shear Wall) Maximum applied wind shear per Table I (lb) 199 Maximum applied seismic shear per Table J (lb) 92 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-Ib per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load =(1.6)(0.83)(102) = 135-Ib. Allowable load for 3-10d common toenails @ 19.2-in o.c. = (0.83)(3)(12/19.2)(1.6)(102) =254-Ib/ft. 254 As shown in the plan, place full height blocking between floor joists. Nail floor diaphragm to blocking with (3) 10d nails each joist block and then nail the flock to top plates with (3) 10d nails. UPPER LEVEL - Module 1 and Module 2 Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 7 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Wall Lines B & D (Modules 1 & 2) Maximum applied unit wind shear per Table I (Ib/ft) 71 Maximum applied unit seismic shear per Table J (Ib/ft) 63 Basic allowable load for 10d common nails fastened with 1.5-in side members = 102-Ib per NDS Table 11 N. 163 Adjustment for 10-minute wind/seismic loads = 1.6. Allowable load =(1.6)(102) = 163-Ib. Allowable load for 10d common toenails @ 12-in o.c. =(0.83)(1.6)(102) = 135-Ib/ft. 135 Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) =203-lb/ft. 203 Allowable load for seismic loads = 150-lb/ft per NDS Section 4.1.7 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d nail @ 8-in o.c. Wall Lines 2 & 3 (Module 2) (Eaves) Maximum applied unit wind shear per Table I (lb) 39 Maximum applied unit seismic shear per Table J (Ib/ft) 46 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 ROOF.DIAPHRAGM FRAMING--SPECIFIC'ATIONS ' Roof Sheathing Maximum applied unit wind shear per Table I (Ib/ft) 71 Maximum applied unit seismic shear per Table J (Ib/ft) 63 Basic allowable unit shear for wind/seismic loads = 645/460-Ib/ft per NDS Table 4.26 for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF)for ASD = 0.5. Adjusted allowable unit shear = (0.50)(645/460) = 323/230 323230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40 40-psf Allowable snow(live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70-psf 70 Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 (32/16) panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf ground snow load, use 19/32-in sheathing. Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Table H (Ib/ft) 91 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (Ib/ft) 46 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = 135 Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) =271-Ib/ft. 271 Simpson H2.5A/H1 Seismic& Hurricane Tie lateral load resistance F2 = 110/140-Ib 110/140 Simpson H2.5A/H1 Seismic& Hurricane Tie longitudinal load resistance F, = 110/415-Ib 110/415 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 26 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-Ib per truss end. Allowable load forl 381 Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24-in o.c. = (12/24)*(380) = 190-Ib/ft. 190 Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. -fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K(lb). -253 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K(lb). -448 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K(lb). 850 Allowable uplift for H2.5A/H1 Seismic& Hurricane Ties =520/400-Ib for Hem-Fir framing. 520/400 Allowable uplift for H10 Seismic& Hurricane Ties =850-Ib for Hem-Fir framing. 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C =T = M/b =vrL2/b8 (lb). 358 Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length = 48-in. on the main floor and @ 6-in o.c. on the upper floor. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 9 of 26 TABLE B. BUILDING DATA "Description Value Description Value MODULE 1 (M1) DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building ft - 1st FI. 24.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building ft - 1st Fl. 43.5 Exterior Walls Dead Load (psf) 15 Transverse Width of Building ft -2nd FI. 24.01 Partition Walls Dead Load (psf) 10 Longitudinal Length of Building ft -2nd Fl. 32.0 Roof Slope (5/12) 0.42 Length of Gable-End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1.3 Roof Height(ft) 16.6 Maximum Truss Span (ft) 24.0 Mean Height(ft) 19.1 Maximum Height(ft) 21.6 M1 - MAIN FLOOR DIMENSIONS Wall Height(ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 48.0 Least horizontal Building Dimension, b (ft) 24.0 Longitudinal Exterior Walls Length (ft) 87.0 0.4"Mean Building Height(ft) 7.64 Total Exterior Walls Length (ft) 135.0 0.1*b(ft) 2.4 Total Partitions Weight(lb)-ASCE 7-10 12.7.2 10,440 End Zone Dimension, a(ft) 2.4 Adjusted End Zone Dimension, a(ft) 3.0 M1 - UPPER FLOOR DIMENSIONS Length of End Zone, 2a(ft) 6.0 Wall Height(ft) 8.8 Transverse Exterior Walls Length (ft) 48.0 BUILDING ENCLOSED AREA Longitudinal Exterior Walls Length (ft) 64.0 M1 - Building Enclosed Area (sf)- 1st Floor 1,044.0 Total Exterior Walls Length (ft) 112.0 M1 - Building Enclosed Area (sf)-2"d Floor 768.0 Total Partitions Weight(lb)-ASCE 7-10 12.7.2 7,680 M2 - Enclosed Area (sf) 592.0 MODULE 2 (M2) DIMENSIONS MODULE 2 LENGTH OF END ZONE, 2a Wall Height(ft) 7.8 Least horizontal Building Dimension, b (ft) 18.0 Transverse Width of Building (ft) 34.0 0.4' Mean Building Height(ft) 4.7033 Longitudinal Length of Building (ft) 18.0 0.1*b (ft) 1.8 Transverse Exterior Walls Length (ft) 68.0 End Zone Dimension, a(ft) 1.8 Longitudinal Exterior Walls Length (ft) 36.0 Adjusted End Zone Dimension, a(ft) 3.0 Maximum Truss Span (ft) 38.0 Length of End Zone, 2a(ft) 6.0 Mean Height(ft) 11.8 Maximum Height(ft) 15.7 Total Exterior Walls Length (ft) 104.0 Total Partitions Weight(lb)-ASCE 7-10 12.7.2 5,920 SNOW DATA Maximum Ground Snow Load, p9 (psf) Assumed 30.0 Exposure Factor, Ce ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal actor, Ct ASCE 7-10 Table 7-3, for Residences 1.0 Snow Importance Factor, I,, ASCE 7-10 Table 1.5-2,-for Category II 1.0 Slope Factor, Cs ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf(psf) ASCE 7-10 Equation 7.3-1, pf=0.7 Ce Ct IS p 21.0 MINIMUM Flat Roof Snow Load, pf(psf) BUILDING DEPARTMENT 25.0 ADOPTED Flat Roof Snow Load, pf(psf) CONTROLLING VALUE 25.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised BUILDING DATA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. Hil-ine Homes Page 10 of 26 TABLE C. WIND DESIGN CRITERIA Description Value Description TValue WIND DESIGN CRITERIA MAIN FLOOR Basic Wind Speed Vas(mph) 110 TRANSVERSE M1 BUILDING ZONE DATA ASCE 7-10 Design Wind Speed'(mph) 140 Horizontal Wind Force Loading Wind Exposure Category C Transverse Zones A&B Width (ft) 6.0 Simplified Procedure per ASCE 7-10 28.5 Yesl Transverse Zones C &D Width (ft) 37.5 Exposure & Height Factor, A(1st Floor) 1.21 Transverse Zones A&C Height(ft) 7.8 Exposure & Height Factor, A(2nd Floor) 1.29 Transverse Zones B &D Height(ft) 0.0 Topographical Factor, KZt 1.00 LONGITUDINAL M1 BUILDING ZONE DATA DESIGN WIND PRESSURES (psf) Horizontal Wind Force Loading TRANSVERSE DIRECTION (CASE A) Longitudinal Zone A Width (ft) 6.0 A- End Zone of Wall 35.3 Longitudinal Zone C Width (ft) 18.0 B - End Zone of Roof -1.9 Longitudinal Zone A Height(ft) 7.8 C - Interior Zone of Wall 24.5 Longitudinal Zone C Height (ft) 7.8 D - Interior Zone of Roof 0.3 E- End Zone of Windward Roof -23.21 UPPER FLOOR F- End Zone of Leeward Roof -21.4 TRANSVERSE M1 BUILDING ZONE DATA G - Interior Zone of Windward Roof -16.4 Horizontal Wind Force Loading H - Interior Zone of Leeward Roof -16.7 Transverse Zones A&B Width (ft) 6.0 Eo- End Zone of Windward OVHG Roof -36.1 Transverse Zones C & D Width (ft) 26.0 Go- Interior Zone of Windward OVGH Roof -29.31 Transverse Zones A&C Height(ft) 8.8 LONGITUDINAL DIRECTION (CASE B) Transverse Zones B &D Height(ft) 5.0 A- End Zone of Wall 26.8 Vertical Wind Force Loading B- End Zone of Roof -13.9 Transverse Roof Zones E & F Width (ft) 6.0 C- Interior Zone of Wall 17.8 Transverse Roof Zones G &H Width (ft) 26.0 D - Interior Zone of Roof -8.21 Transverse Roof Zones E &F Length (ft) 12.0 E- End Zone of Windward Roof -32.2 Transverse Roof Zones G & H Length (ft) 12.0 F - End Zone of Leeward Roof -18.3 G - Interior Zone of Windward Roof -22.4 LONGITUDINAL M1 BUILDING ZONE DATA H - Interior Zone of Leeward Roof -14.2 Horizontal Wind Force Loading Eo- End Zone of Windward OVHG Roof -45.1 Longitudinal Zone A Width (ft) 6.0 Go- Interior Zone of Windward OVGH Roof -35.3 Longitudinal Zone C Width (ft) 18.0 Longitudinal Zone A Height(ft) 10.1 MODULE 2 Longitudinal Zone C Height (ft) 11.7 TRANSVERSE BUILDING ZONE DATA Vertical Windforce Loading Horizontal Wind Force Loading Longitudinal Roof Zones E &F Width (ft) 6.0 Transverse Zones A&B Width (ft) 6.0 Longitudinal Roof Zones G &H Width (ft) 18.0 Transverse Zones C &D Width (ft) 12.0 Longitudinal Roof Zones E &G Length (ft) 16.0 Transverse Zones A&C Height(ft) 7.8 Longitudinal Roof Zones F & H Length (ft) 16.0 Transverse Zones B & D Height(ft) 7.9 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 28.0 Longitudinal Zone A Height (ft) 9.1 Longitudinal Zone C Height(ft) 11.8 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 26 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 II Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2009 IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, SDS (g) 2009 IRC Table R301.2.2.1.1, for SDC D2 0.820 Mapped NICE Long Period Acceleration, SMS (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 19.1 Building Period, Ta = Cth314(sec) ASCE Standard 7-10, Section 12.8.2.1 0.183 Site Long Design Period Acceleration, SDS (g) ASCE Standard 7-10, 11.4.4, SDI =2/3SM, 0.400 To =0.2*SDI/SDS(sec) ASCE Standard 7-10, Section 11.4.5 0.098 Ts=SD1/SDs (sec) JASCE Standard 7-10, Section 11.4.5 0.488 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: CS=SDS*le/R JASCE Standard 7-10, Section 12.8.1.1 0.126 File Help Select Analysis Optionj ASCE 7 Standard,minimum design loads for buildings and other structures - -- ------------------------------ Region and Dataset Selection s-Output for All Calculations --- --' -- Geographic Region: 32005 ASCE 7 Standard (Zip Code = 98362 Conterminous 48 States � !- Spectral Response Accelerations SDs and SDI ISDs = 2/3 x SMs and SDI = 2/3 x SMI Data Edition: 5Site Class D 2005 ASCE 7 Standard �": i i Period Centroid Sa Lat�Lon Zip Code Batch File j (sec) (gj ----- -- 0.2 0.786 (SDs) I� 1.0 0.477 (SDI) f' I 5 Digit Zip Code: ` ! . Period Maximum Sa 198362 _I (sec) (g) 0.2 0.818 (SDs) 3 1.0 0.547 (SDI) Basic Parameters Period Minimum Sa (sec) (g) �GConnd Mbtlon _ 0.2 0.785 (SDs) I CE 13r6und Motion 1.0 0.456 (SDI) .._ __ .. . . .. _. ... .__- Calculate Ss&51 1Calculate SM&SD Values Revised SEISMIC DESIGN CRITERIA Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 26 TABLE E-1. WIND LOADS (MODULE 1) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (Psf) (ft) (ft) (sf) (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING UPPER LEVEL Horizontal Wind Loads Transverse Wall Zone A 35.3 6.0 8.8 52.8 2,404 12.2 29,333 Transverse Roof Zone B 0.0 6.0 5.0 30.0 0 16.6 0 Transverse Wall Zone C 24.5 26.0 8.8 228.8 7,231 12.2 88,221 Transverse Roof Zone D 0.3 26.0 5.0 130.0 50 16.6 835 STRENGTH LEVEL UPPER LEVEL Lateral Force/Momentl 4,8681 1 , 118,389 CONVERT TO ALLOWABLE STRESS DESIGN 1 2,9211 1 71,034 MAIN LEVEL Horizontal Wind Loads Transverse Wall Zone A 35.3 6.0 7.8 46.8 1,999 . 3.9 7,796 Transverse Roof Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Transverse Wall Zone C 24.5 37.5 7.8 292.5 8,671 3.9 33,818 Transverse Roof Zone D 0.3 37.5 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 10,153 41,614 CONVERT TO ALLOWABLE STRESS DESIGN 6,092 24,968 TOTAL STRENGTH LEVEL TRANSVERSE LATERAL FORCE/MOMENT 15,021 160,003 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 9,013 96,002 ROOF Vertical Wind Loads Transverse Roof Zone E -23.2 6.0 12.0 72.0 -2,021 18.0 36,381 Transverse Roof Zone F -21.4 6.0 12.0 72.0 -1,864 6.0 11,186 Transverse Roof Zone G -16.4 37.5 12.0 450.0 -8,930 18.0 160,736 Transverse Roof Zone H -16.7 37.5 12.0 450.0 -9,093 6.0 54,559 Roof Overhang Zone E -36.1 6.01 1.3 8.0 -349 24.7 8,598 Roof Overhang Zone F -21.4 6.0 1.3 8.0 -207 -0.7 -137 Roof Overhang Zone G -29.3 37.5 1.3 49.9 -1,768 24.7 43,613 Roof Overhang Zone H 1 -16.7 37.5 1.31 49.9 -1,008 -0.7 -670 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -25,240 314,266 CONVERT TO ALLOWABLE STRESS DESIGN -15,144 188,560 Total Overturning Moment Due to Transverse Wind Loading (ASD) 213,528 Unit Uplift on Building (psf) -14.51 1 LONGITUDINAL WIND LOADING UPPER LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 26.81 6.0 10.1 60.3 2,085 12.8 26,736 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 16.6 0 Longitudinal Wall Zone C 17.8 18.0 11.7 210.9 4,843 13.7 66,143 Longitudinal Wall Zone D 0.0 18.0 0.0 0.0 0 16.6 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 4,196 92,879 CONVERT TO ALLOWABLE STRESS DESIGN 2,518 55,728 MAIN LEVEL Horizontal Wind Loads Longitudinal Wall Zone A 26.8 6.0 7.8 46.8 1,518 3.9 5,919 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 17.8 18.0 7.8 140.4 3,024 3.9 11,793 Longitudinal Wall Zone D 1 0.0 18.0 0.01 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 5,002 17,712 CONVERT TO ALLOWABLE STRESS DESIGN 3,001 10,627 Revised WIND LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 26 TOTAL STRENGTH'LEVEL LONGITUDINAL LATERAL FORCE/MOMENT1 9,1981 1 110,591 TOTAL ASD LONGITUDINAL LATERAL FORCEIMOMENT1 5,5191 1 66,355 ROOF Vertical Wind Loads Longitudinal Roof Zone E -32.2 6.0 16.0 96.0 -3,740 24 89,768 Longitudinal Roof Zone F -18.3 6.0 16.0 96.0 -2,126 8 17,006 Longitudinal Roof Zone G -22.4 18.0 16.0 288.0 -7,806 24 187,343 Longitudinal Roof Zone H -14.21 18.0 16.0 288.0 -4,948 8 39,587 Roof Overhang Zone E -45.1 6.0 1.0 6.0 -327 32.5 10,641 Roof Overhang Zone F -18.3 6.0 1.0 6.0 -133 -0.5 66 Roof Overhang Zone G -35.3 18.0 1.0 18.0 -769 32.5 24,987 Roof Overhang Zone H -14.2 18.0 1.01 18.0 -309 -0.5 -155 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -20,159 369,245 CONVERT TO ALLOWABLE STRESS DESIGN -12,095 221,547 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 232,174 Unit Uplift on Building (psf) -11.61 1 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 26 TABLE E-2. WIND LOADS (MODULE 2) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (sfl (lb) ({f) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 35.3 6.0 7.8 46.8 1,999 3.9 7,796 Transverse Roof Zone B 0.0 6.0 7.9 47.5 0 7.8 0 Transverse Wall Zone C 24.5 12.0 7.8 93.6 2,775 3.9 10,822 Transverse Roof Zone D 0.3 12.0 7.9 95.0 34 7.8 269 STRENGTH LEVEL Lateral Force/Momentl 2,4211 1 18,887 CONVERT TO ALLOWABLE STRESS DESIGN 1 1,4531 1 11,332 Vertical'Wind Loads Transverse Roof Zone E -23.2 6.0 17.0 102.0 -2,863 25.5 73,015 Transverse Roof Zone F -21.4 6.0 17.0 102.0 -2,641 8.5 22,450 Transverse Roof Zone G -16.4 12.0 17.0 204.0 -4,048 25.5 103,228 Transverse Roof Zone H -16.7 12.0 17.0 204.0 -4,122 8.5 35,039 Roof Overhang Zone E -36.11 6.0 1.3 8.0 -349 34.7 12,083 Roof Overhang Zone F -21.4 6.0 1.3 8.0 -207 -0.7 -137 Roof Overhang Zone G -29.3 12.0 1.3 16.0 -566 34.7 19,614 Roof Overhang Zone H -16.7 12.0 1.3 16.0 -323 -0.7 -214 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -15,118 265,079 CONVERT TO ALLOWABLE STRESS DESIGN -9,071 159,047 Total Overturning Moment Due to Transverse Wind Loading (ASD) 170,379 Unit Uplift on Building (psf) -8.7 LONGITUDINAL WIND LOADING Horizontal Wind Loads. Longitudinal Wall Zone A 26.8 6.0 9.1 54.3 1,761 4.5 7,968 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 17.8 28.0 11.8 331.3 7,136 5.9 42,219 Longitudinal Wall Zone D 0.0 28.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Momentl 5,7861 1 50,186 CONVERT TO ALLOWABLE STRESS DESIGN 1 3,4721 30,112 Vertical Wind Loads Longitudinal Roof Zone E -32.2 6.0 9.0 54.0 -2,104 13.5 28,403 Longitudinal Roof Zone F -18.3 6.0 9.0 54.0 -1,196 4.5 5,381 Longitudinal Roof Zone G -22.4 28.0 9.0 252.0 -6,830 13.5 92,208 Longitudinal Roof Zone H -14.2 28.0 9.0 252.0 -4,330 4.5 19,484 Roof Overhang Zone E -45.1 6.01 1.0 6.0 -327 18.5 6,057 Roof Overhang Zone F -18.3 6.0 1.0 6.0 -133 -0.5 66 Roof Overhang Zone G -35.3 28.0 1.0 28.0 -1,196 18.5 22,125 Roof Overhang Zone H -14.2 28.0 1.0 28.0 -481 -0.5 -241 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -16,597 173,485 CONVERT TO ALLOWABLE STRESS DESIGN -9,958 104,091 Total Overturning Moment Due to Longitudinal Wind Loads(ASD) 134,203 Unit Uplift on Building (psf) -9.5 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 26 TABLE F-1. MINIMUM WIND LOADS (MODULE 1) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (Psf) (ft) (ft) (sf) (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING UPPER LEVEL.Horizontal=Win ` d Loads ' - Transverse Wall Zone A 16.0 6.0 8.8 52.8 845 12.2 10,307 Transverse Roof Zone B 8.0 6.0 5.0 30.0 240 16.6 3,984 Transverse Wall Zone C 16.0 26.0 8.8 228.8 3,661 12.2 44,662 Transverse Roof Zone D 8.0 26.0 5.0 130.0 1,040 16.6 17,264 STRENGTH LEVEL UPPER LEVEL Lateral Force/Momentl 3,5331 1 76,216 CONVERT TO ALLOWABLE STRESS DESIGN 1 2,1201 1 45,730 MAIN LEVEL.Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Transverse Wall Zone C 16.0 37.5 7.8 292.5 4,680 3.9 18,252 Transverse Roof Zone D 8.0 37.5 0.0 0.0 0 7.8 0 STRENGTH LEVEL MAIN LEVEL Lateral Force/Moment 4,967 21,172 CONVERT TO ALLOWABLE STRESS DESIGN 2,980 12,703 TOTAL ASD TRANSVERSE LATERAL FORCE/MOMENT 5,100 58,433 ;ROOF;Vertical Wind ft Transverse Roof Zone E 0.0 6.0 12.0 72.0 0 18.0 0 Transverse Roof Zone F 0.0 6.0 12.0 72.0 0 6.0 0 Transverse Roof Zone G 0.0 37.5 12.0 450.0 0 18.0 0 Transverse Roof Zone H 0.0 37.5 12.0 450.0 0 6.0 0 Roof Overhang Zone E 0.0 6.01 1.3 8.0 0 24.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 37.5 1.3 49.9 0 24.7 0 Roof Overhang Zone H 0.0 37.5 1.3 49.9 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 12,703 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING _ -UPo?ERIEVEL Horizontal-Wind Loads ,:„;, Longitudinal Wall Zone A 16.0 6.0 10.1 60.3 965 12.8 12,374 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 16.6 0 Longitudinal Wall Zone C 16.0 18.0 11.7 210.9 3,374 13.7 46,089 Longitudinal Wall Zone D 8.0 18.0 0.0 0.0 0 16.6 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 2,650 58,462 CONVERT TO ALLOWABLE STRESS DESIGN 1,590 35,077 'MAIN LEVEL Horizontal`Windtoads'' Longitudinal Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 18.0 7.8 140.4 2,246 3.9 8,761 Longitudinal Wall Zone D 8.0 18.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL UPPER LEVEL Lateral Force/Moment 3,187 1 11,681 CONVERT TO ALLOWABLE STRESS DESIGN 1,912 7,009 TOTAL ASD LONGITUDINAL LATERAL FORCE/MOMENT 3,502 42,086 Revised MINIMUM WIND LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 16 of 26 ROOF VerticalWind_Loads` Longitudinal Roof Zone E 0.0 6.0 16.0 96.0 0 24 0 Longitudinal Roof Zone F 0.0 6.0 16.0 96.0 0 8 0 Longitudinal Roof Zone G 0.0 18.0 16.0 288.0 0 24 0 Longitudinal Roof Zone H 0.0 18.0 16.0 288.0 0 8 0 Roof Overhang Zone E 0.0 6.01 1.0 6.0 0 32.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 18.0 1.0 18.0 0 32.5 0 Roof Overhang Zone H 0.0 18.0 1.0 18.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 7,009 Unit Uplift on Building (psf) 0.0 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 26 TABLE F-2. MINIMUM WIND LOADS (MODULE 2) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (sfl (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 7.9 47.5 380 7.8 2,964 Transverse Wall Zone C 16.0 12.0 7.8 93.6 1,498 3.9 5,841 Transverse Roof Zone D 8.0 12.0 7.9 95.0 760 7.8 5,928 STRENGTH LEVEL Lateral Force/Momentl 2,2631 1 17,653 CONVERT TO ALLOWABLE STRESS DESIGN 1 1,3581 1 10,592 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 17.0 102.0 0 25.5 0 Transverse Roof Zone F 0.0 6.0 17.0 102.0 0 8.5 0 Transverse Roof Zone G 0.0 12.0 17.0 204.0 0 25.5 0 Transverse Roof Zone H 0.0 12.0 17.0 204.0 0 8.5 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 34.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 12.0 1.3 16.0 0 34.7 0 Roof Overhang Zone H 0.0 12.0 1.3 16.0 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 10,592 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.1 54.3 869 4.5 3,931 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 28.0 11.8 331.3 5,301 5.9 31,363 Longitudinal Wall Zone D 8.0 28.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Momentl 4,0481 35,294 CONVERT TO ALLOWABLE STRESS DESIGN 1 2,4291 1 21,177 Vertical Wind-Loads Longitudinal Roof Zone E 0.0 6.0 9.0 54.0 0 13.5 0 Longitudinal Roof Zone F 0.0 6.0 9.0 54.0 0 4.5 0 Longitudinal Roof Zone G 0.0 28.0 9.0 252.0 0 13.5 0 Longitudinal Roof Zone H 0.0 28.0 9.0 252.0 0 4.5 0 Roof Overhang Zone E 0.0 6.01, 1.0 6.0 0 18.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 28.0 1.0 28.0 0 18.5 0 Roof Overhang Zone H 0.0 28.0 1.0 28.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 21,177 Unit Uplift on Building (psf) 0.0 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 26 TABLE G-1. SEISMIC LOADS (HOUSE) SEISMIC SHEAR LOADS Load Height/ Area Seismic Building Component (p s f) Width Length (ft) (sf) Weight ft Ib UPPER LEVEL SEISMIC LOADS Roof Diaphragm &Ceiling 15.0 768 11,520 20%of Flat Roof Snow Load >30-psf 0.0 768 0 One-Half Exterior Walls 15.0 112.0 8.8 986 7,392 One-Half Partitions 10.0 768 3,840 Upper Level Dead Load for Restoring Moment(lb-ft)l 33,984 Roof Diaphragm Tributary Dead Load (lb)l 22,752 MAIN LEVEL SEISMIC LOADS Upper Level Floor Diaphragm 10.0 1,044 10,440 One-Half Exterior Walls 15.0 135.0 7.8 1,053 7,898 One-Half Partitions 10.0 1,044 5,220 Main Level Dead Load for Restoring Moment(Ib-ft) 36,675 Main Floor Diaphragm Tributary Dead Load (lb) 34,790 TOTAL DEAD LOAD FOR ENTIRE BUILDING (lb) 70,659 TOTAL TRIBUTARY SEISMIC LOAD FOR ENTIRE BUILDING (lb) 57,542 TOTAL BASE SHEAR FOR BUILDING (lb) 7,259 VERTICAL DISTRIBUTION OF SEISMIC FORCES Story w„ hX w,h. w.h./Fwxhx FX(SL) FX(ASD) Roof- R 22,752 16.6 377,683 0.58 4,224 2,957 2nd Floor 34,790 7.8 271,358 0.42 3,035 2,124 1st Floor 0 SUM 1 57,542 1 1 649,041 1 1.00 1 7,259 1 5,081 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force(lb) Dist. Moment (ft) (ft-Ib) Roof Diaphragm &Ceiling 4,588 16.6 76,161 Upper Level Floor Diaphragm 5,081 7.8 39,635 Total Dead Load 70,659 12.0 847,908 Total Moment Due to Transverse Seismic Forces 115,795 Total Moment Due to Transverse Wind Forces 213,528 Total Overturning Moment in Transverse Loading 213,528 Total Restoring Moment in Transverse Loading 847,908 6/10 of Total Restoring Moment in Transverse Loading 508,745 OVERTURNING STABILITY1 YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Revised SEISMIC LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 19 of 26 Building Component Force(lb) Dist. Moment ftft-Ib Roof Diaphragm &Ceiling 4,588 16.6 76,161 Upper Level Floor Diaphragm 5,081 7.8 39,635 Total Dead Load 70,659 21.8 1,536,833 Total Moment Due to Longitudinal Seismic Forces 115,795 Total Moment Due to Longitudinal Wind Forces 232,174 Total Restoring Moment in Longitudinal Loading 232,174 Total Restoring Moment in Longitudinal Loading 1,536,833 6/10 of Total Restoring Moment in Longitudinal Loading 922,100 OVERTURNING STABILITY1 YES Revised SEISMIC LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 20 of 26 TABLE G-2. SEISMIC LOADS (MODULE 2) SEISMIC SHEAR LOADS Load Height/ Length Area Seismic Seismic Building Component (psf) Width (ft) (sf) Weight Shear ft Ib Ib Roof Diaphragm &Ceiling 15.0 592 8,880 1,120 20%of Flat Roof Snow Load >30-psf 0.01 1 1 592 0 0 One-Half Exterior Walls 15.0 7.81 104.01 811 6,084 768 One-Half Partitions 10.01 1 1 0 0 0 Total Dead Load for Restoring Moment 21,048 Roof Diaphragm Tributary Dead Load 14,964 STRENGTH LEVEL BASE SHEAR 1,888 CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR 1,321 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force Dist. Moment (lb) (ft) (ft-Ib) Roof Diaphragm &Ceiling 1,321 7.8 10,307 Total Dead Load 21,048 17.0 357,816 Total Moment Due to Transverse Seismic Forces 10,307 Total Moment Due to Transverse Wind Forces 170,379 Total Overturning Moment in Transverse Loading 170,379 Total Restoring Moment in Transverse Loading 357,816 6/10 of Total Restoring Moment in Transverse Loading 214,690 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force Dist. Moment Ib ft ft-Ib Roof Diaphragm &Ceiling 1,321 7.8 10,307 Total Dead Load 21,048 21.8 457,794 Total Moment Due to Longitudinal Seismic Forces 10,307 Total Moment Due to Longitudinal Wind Forces 134,203 Total Overturning Moment in Longitudinal Loading 134,203 Total Restoring Moment in Longitudinal Loading 457,794 6/10 of Total Restoring Moment in Longitudinal Loading 274,676 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 21 of 26 TABLE H. CONTROLLING SHEAR LOADS MODULE 1 Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 9,013 5,519 2,921 2,518 ASD Minimum Wind Load (Ib) 5,100 3,502 2,120 1,590 ASD Controlling Wind Load (lb) 9,013 5,519 2,921 2,518 ASD Seismic Diaphragm Load (Ib) 5,081 5,081 2,957 2,957 Nature of Controlling Load WIND WIND SEISMIC SEISMIC ASD Maximum wind/seismic load (Ib) 9,013 5,519 21957 2,957 MODULE 2 Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (1b) 1,453 3,472 N/A N/A ASD Minimum Wind Load (Ib) 1,358 2,429 N/A N/A ASD Controlling Wind Load (lb) 1,453 3,472 N/A N/A ASD Seismic Diaphragm Load (Ib) 1,3211 1,321 N/A N/A Nature of Controlling Load WINDI WIND N/A N/A ASD Maximum wind/seismic load (Ib) 1,4531 3,472 N/A N/A NOTE: ASD =ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 22 of 26 TABLE 1. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification A B C D Check B D Check Wall Type OSB OSB OSB OSB Total OSB OSB Total Tributary Load Distance(ft)- M1 11.0 21.8 10.8 43.5 16.0 16.0 32.0 Tributary Load Fraction - M1 0.253 0.500 0.247 1.000 0.500 0.500 1.0 Tributary Load Distance (ft)- M2 18.0 16.0 34.000 Tributary Load Fraction - M2 0.5291 0.471 1.000 Applied Shear(lb) 3,115 1,8381 4,770 2,966 12,688 1,460 1,460 2,921 Wall Length (ft) 24.0 26.0 24.0 42.0 24.0 24.0 Applied Unit Shear(Ib/ft) 130 199 71 61 61: Shear Wall Length (ft) 8.0 20.0 25.5 16.0 19.5 Resistive Unit Shear(Ib/ft) 389 238 - 116 91 75 Shear Wall Height(ft) 7.8 7.8 7.8 8.0 8.0 Unit DL on Wall (Ib/ft) 150 80 270 150 150 0.60*[Unit DL on Wall] (Ib/ft) 90 48 162 90 90 Max. Hold-Down 3.5-ft SW (lb) 573 Max. Hold-Down 4.0-ft SW (lb) 2,857 Max. Hold-Down 4.5-ft SW (lb) 397 Max.-Hold-Down 5.0-ft SW (lb) 4271 1 Max. Hold-Down 5.5-ft SW (lb) 379 Max. Hold-Down 7.0-ft SW (lb) 340 Max. Hold-Down 8.0-ft SW (lb) 1,668 259 Max. Hold-Down 9.0-ft SW (lb) 325 Max. Hold-Down 12.0-ft SW (lb) 1,572 Max. Hold-Down 14.0-ft SW (lb) Max. Hold-Down 15.0-ft SW (lb) -76 LONGITUDINAL LOADS Floor Level Main Floor Level Wall Identification 1 2 3 Check 2 3 Check Wall Type OSB OSB OSB Total OSB OSB Total Tributary Load Distance (ft)- M1 12.0 12.0 24.0 12.0 12.0 24.0 Tributary Load Fraction - M1 0.500 0.500 1.0001 0.500 0.500 1.0 Tributary Load Distance(ft)- M2 9.0 9.01 18.0 Tributary Load Fraction - M2 0.500 0.500 1.000 Applied Shear(lb) 726 3,486 2,759 6,972 1,259 1,259 2,518 Wall Length (ft) 32.0 43.5 43.5 32.0 32.0 Applied Unit Shear(Ib/ft) 23 80 63 39 39 Shear Wall Length (ft) 26.5 21.51 43.0 32.0 32 Resistive Unit Shear(Ib/ft) 27 162 64 39 39 Shear Wall Height(ft) 7.8 7.8 7.8 8.01 8.0 Unit DL on Wall (Ib/ft) 150 440 440 320 320 0.60*[Unit DL on Wall] (Ib/ft) 90 264 264 192 192 Max. Hold-Down 10.0-ft SW (lb) -55 Max. Hold-Down 10.5-ft SW (lb) -259 1 -885 Revised WIND SHEAR LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 23 of 26 Max. Hold-Down 11.5-ft SW (lb) 161 -603 Max. Hold-Down 16.0-ft SW (lb) -506 Max. Hold-Down 21.0-ft SW (lb) -2,271 Max. Hold-Down 34.0-ft SW (lb) -2,757 -2,757 Revised WIND SHEAR LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 24 of 26 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification A B C D Check B D Check Wall Type OSB OSB OSB OSB Total OSB OSB Total Tributary Load Distance (ft)- M1 11.0 21.8 10.8 43.5 16.0 16.0 32.0 Tributary Load Fraction - M1 0.253 0.500 0.247 1.000 0.500 0.500 1.0 Tributary Load Distance(ft)- M2 18.0 16.0 34.000 Tributary Load Fraction- M2 0.529 0.471 1.000 Applied Shear(lb) 1,577 700 2,201 2,625 7,102 1,478 1,478 2,957 Wall Length (ft) 24.0 26.0 24.0 42.0 24.0 24.0 Applied Unit Shear(Ib/ft) 66 92 63 621 62 Shear Wall Length (ft) 8.0 20.0 25.5 16.0 19.5 Resistive Unit Shear(Ib/ft) 197 110 103 92 76 Shear Wall Height(ft) 7.8 7.8 7.8 8.0 8.0 Unit DL on Wall (Ib/ft) 1501 80 270 150 150 0.60*[Unit DL on Wall] (Ib/ft) 90 48 162 90 90 Max. Hold-Down 3.5-ft SW (lb) 582 Max. Hold-Down 4.0-ft SW (lb) 1,357 Max. Hold-Down 4.5-ft SW (lb) 404 Max. Hold-Down 5.0-ft SW (lb) 323 Max. Hold-Down 5.5-ft SW (lb) 275 Max. Hoid-Down 7.0-ft SW (lb) 236 Max. Hold-Down 8.0-ft SW (lb) 666 155 Max. Hold-Down 9.0-ft SW (lb) 334 Max. Hold-Down 12.0-ft SW (lb) 570 Max. Hold-Down 14.0-ft SW (lb) Max. Hold-Down 15.0-ft SW (lb) -68 LONGITUDINAL LOADS Floor Level Main Floor Level Wall Identification 1 2 3 Check 2 3 Check Wall Type OSB OSB OSB Total OSB OSB Total Tributary Load Distance(ft)- M1 12.0 12.0 24.0 12.0 12.0 24.0 Tributary Load Fraction- M1 0.500 0.500 1.0001 0.500 0.500 1.0 Tributary Load Distance (ft)- M2 9.0 9.01 18.0 Tributary Load Fraction - M2 0.500 0.500 1.000 Applied Shear(lb) 661 3,201 2,541 6,403 1,478 1,478 2,957 Wall Length (ft) 32.0 43.5 43.5 32.01 32.0 Applied Unit Shear(Ib/ft) 21 74 58 46 46 Shear Wall Length (ft) 26.5 21.51 43.0 32.0 32 Resistive Unit Shear(Ib/ft) 25 149 59 46 46 Shear Wall Height(ft) 7.8 7.8 7.8 8.0 8.0 Unit DL on Wall (Ib/ft) 150 440 440 1 320 320 0.60*[Unit DL on Wall] (Ib/ft) 90 264 264 192 192 Max. Hold-Down 10.0-ft SW (lb) -158 Max. Hold-Down 10.5-ft SW (lb) -278 1 -925 Revised SEISMIC SHEAR LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 25 of 26 Max. Hold-Down 11.5-ft SW (lb) 58 -643 Max. Hold-Down 16.0-ft SW (lb) -526 Max. Hold-Down 21.0-ft SW (lb) -2,311 Max. Hold-Down 34.0-ft SW (lb) -2,702 -2,702 Revised SEISMIC SHEAR LOADS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013 A.Abrous, Ph.D., P.E. HiLine Homes Page 26 of 26 TABLE K.. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM M CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (lb) Calculation V= 2,921 Diaphragm Span (ft) Design Drawings b = 24 Diaphragm Length (ft) Design Drawings L = 32.0 Diaphragm Unit Shear(Ib/ft) Calculation w=V/Length = 67 Diaphragm Maximum Moment(ft-Ib) Calculation M =wL2/8 = 8,595 Diaphragm Chord Force (lb) Calculation C =T = M/b = 358 Allowable Nail Load (lb) NDS Table 11 N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (lb) Calculation F = 1.617Na„ 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min = C/FA 2.2 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Ls lice- SNN-Min 7.2 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force(lb) Calculation ` 10d @ 6-in o.c:- 1,469 Cross Sectional Area of Shear Wall Chords int Design Drawings Aci»rd =2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fcit= C/A=T/A 22 Allowable Parallel Compressive Stress (psi) JWWPA Table 1 I No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) JWWPA Table 1 1 No. 2 Hem-Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 32.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. JA=2b/2 = b 32.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5"(0.6*(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6"(27.4+19.1)]x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)] x 1.21 -23.0 Maximum Wind Uplift Load At Connection (lb) 85 mph, Exp. C FUP= P -453 Maximum Wind Uplift Load At Connection (lb) 95 mph, Exp. C Fup = p -541 Maximum Wind Uplift Load At Connection (lb) 110 mph, Exp. Fup = P -736 Roof Unit Dead Load, wd,(psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (lb) FDL =D.6 wdpA 288 Net Load to Truss Connection (lb) 85 mph, Exp. C FNet- Fup + FDL -165 Net Load to Truss Connection (lb) 95 mph, Exp. C Net- Fup+ DL -253 Net Load to Truss Connection (lb) 110 mph, Exp. C FNet- Fup+ FDL -448 Allowable Uplift for Simpson H10 Clip(lb) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip(lb) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip(lb) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 3/15/2013 Plan 1881-13 30-PSF Snow, 100 mph, Exp C, & SDC D1_HENDRICKSON 3/26/2013